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Home My WebLink AboutTRUSS SPECS - 17-00586 - 1086 Horizon - New SFR117-OM127 Hall Hp LOADING (p Q SPACING- 241-0 CSI. DEFL. In (IM) Udell Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 060 Vart(LL) -0.20 J -K >999 360 MI20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.46 Ven(TL) -0.30 J -K >999 240 13CLL 0.0' Rep Stress lncr VES WB 0.48 Hoa(TL) 0.04 G n/a n/a BCDL 7.0 Code IRC2012RPI20D7 (Matrix) Wind(LL) 0.06 A -K >999 240 Weight 20111, IFF =20% LUMBER- BRACING- ' TOP CHORD 20 OF IODDF 1.6E or 2x4 DF No. 1&Btr or 2x4 DFN 1800E 1.6E TOP CHORD Sheathed or 4-&1 oc purlins. BOT CHORD 2x4 OF 1800F 1.8E or 2x4 OF No. 1&Btr or 2x4 DF -N 1 B00F 1.6E BOT CHORD Rigid calling directly applied or 6-0.0 co bracing. WEBS 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Bh or 2x4 DF -N 1800E 1.6E'Fxcepv WEBS 1 Row at midpt CJ, E -I WB,W7,WB: 2x4 DF Slud/STd MTek recommends that Stabilizers and required cross tracing be Installed tlurin9 truss erection in accordance with Stabilizer Installation aulde. REACTIONS. (IWahe) A-1212(0-5-8 (min. 0.1.8), 1=227M,3-8 (min. 0-2-7), (M85A05-7 (min. 0-1.8) Max HMA-316(LC 4) Max UpliftA-225(LC 8), 1-39G(LC 9), G- 76(LC 9) Max GrmA-1212(LC 1), 12272(LC 1), G--397(LC 20) FORCES. (Ib) - Max. Comp.Mlax. Ten. -All faces 250 (Ib) or less except when shown. TOP CHORD A43-180222=, BC -1503345, C -D-767268, D -E-757!265, E -F=66577, F -G=-417232 BOT CHORD A -K-395/1527, K -L-195/7065, L -M-195/1085, J -M-19511085 WEBS - MT49, GK -137/579, CJ -780354, DJ -1161276, EJ -111/840, E-1-162(11356, F -1=4M282 NOTES- 1) OTES1) Unbalanced roof live loads have been eonsklerecifor this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)21mph; TCDL-4.2psi BCDL-42pV; h25fl; Cat. II; Exp C; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL --1.33 3) This truss has been designed for a 10.0 psf bottom chord live bait ncx concurrera with any other live baits. 4)' This truss hes been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0.0 wide will f8 between the bottom chord and any other members, with BCDL=7.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2251b uplift at joint A, 3% lb uplift at joint I and 76 lb uplift at Joico G. 6) This truss is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVTP1 1. 7) 'Seml-ngld pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Type AA01 LOADING (peq SPACING- 2.0.0 est. DEFL. In (be) L/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.84 Van L) -0.18 W >999 360 W20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.42 Ved(TL1 -0.32 W >899 240 BCLL 0.0 ' Rep Stress Ira, YES WB M41 Horz(TL) 0.04 1 We Na BCDL 7.0 Code IRC2012rrP12007 (Matrix) Wind(ILL) 0.03 L -M >999 240 Weight: 239 th Fr=20% LUMBER - TOP CHORD 2x4 OF 180DF 1.6E or 2x4 OF No.18Bb or 2x4 DF -N 1800F 1.6E'ExcW T3:2x6 OF 1BOOF 1.6E or 2x6 OF SS BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.18Bb or 2x4 DF -N 1BOOF 1.6E WEBS 20DF ISDOF 7.6E or 2x4 DF Ne.I3Etr or 2x4 DF -N 1BOOF 1.6E'Except' W7,W9:2x4 OF Stud/Std REACTIONS. (ibrsize) 0=1495/0-5-8 (min. 0-1.10), 1=7495M1echanbal Max HorzO-144(LC 4) Max UMMO-184(LC 8), 1-199(LC 9) BRACING- TOPCHORD Sheathed a 4-9-6 oc pudlre, except end wrticals. BOTCHORD Rigid ceiling directly applied or 10-00 oc bracing. WEBS i Rowat midpt B -N, C -M, D -M, E -K, EJ, A-0, G-1 FMITek recommends that Stabilizers and required am bracing be installed durlrg truss erection in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp.Ml Ten. - Allfaces 250 (lb) or lessexceptwhen shown. TOP CHORD A -B-1107/178, B -C-1166/237, C -D -1167F236, D -E-1159/209, E -F=983/245, F -G-1287/242, A-0-1452/208 BOT CHORD N -P=202/794, M -P-202!/94, MO -202/1149, L-0-202/1149, K -L-203/1747, J -K -2D4/1147, J -R=99/812, R -S=-99/812, 1-S= 99/812 WEBS M-5570/167, B -M-237/78, C -M-568/227, D-L=W308, EJ=603/226, FJ -50/391, G -J-11 VSB8, A -N-172/1020, G-1-1503/194 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)21 mph; TCDL-4.2psf; BCDL=4.2psi; h25f1; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantlleva left and right exposed ; Lumber DOL --1.33 plate grip DOL -1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pal bottom chord live bad n om,oncurrent with any other live bads. 5)' This truss has been designed for alive load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-60 tall by 2.0-0 wide will It between the bottom chord and any other members, with BCDL= 7.0ps1. 6) Refer to girder(s) fon trues to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1541b uplift at pint O and 199 Ib uplift at )dnl I. 8) This truss Is designed In accordance with the 2012 Internatbnal Residential Cade sections R502.11.1 and R802.10.2 and referenced standard Al 1. 9) "Semi-rigid pitchbreexs with fixed heels" Member enc fixity model was used In the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlln along the top and/or bottom amid. I LOAD CASE(S) Standard LOADING SPACING- 2k0 CSI. DEFL in (be) Vdefl Ud PLATES GRIP 350 TOLL 96.0 Plebe Grip DOL 1.15 TO 0.56 Vert(LL) -0.11 C -D >999 360 MT20 220(195 TOM 7.0 Lumber DOL 1.16 SC 0.43 Ver(TL) -0.16 C -D >974 240 BOLL 0.0 ' Rep Stress lm VES WB 0.11 Hort( L) 0.01 C Na rVa BODL 7.0 Code IRC201PJ P12007 (Matrrc) V✓nd(LL) 0.10 A -D >999 240 Weight: 54 lb FT=20% LUMBER- BRACING - TOP GHORD 2x4 DF 1BODF 1.6E w 2x4 DF Nb.18Btr w 2x4 DF -N 1 BODF 1.6E TOP CHORD Sheathed or 60-0 oc purlins BOT CHORD 2x4 DF 1800E 7.6E w 2x4 DF No.18Btr w 2x4 DF -N 1BOOF 1.6E BUT CHORD Rigid calling dlredy applied or 1000 co bracing. WEBS 2x4 OF StwL6Td Mi fek recommends that StaNlizers and required crass bracing be Installed tluring WEDGE tmse erection In accortleroe with Stabilizer Installation aide. Left: 2x4 OF Stud/Std, Right: 20 DF StudGld REACTIONS. (dslze) A#45N-1.8 (min. 0-1.8),C-64.5/0-1-8 (min. 0.1-8) Max HwzA—I81(LC 4) Max UpINIA-1 WILD 9), C-103(LC B) Max GravA=647(LC 16), C=647(LC 15) FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (1b) or less except when shown. TOP CHORD A -B- 7261768, B -G -7261168 BOT CHORD A -E-361402, DFa061402, D -F=061402, C -Fm W402 WEBS B -D-12/275 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUit=115mph (3 -second Sus¶ V(IRC2012)=g1 mph; TCDL-4.2psf; DCDL=4.2pst Fw258; Cat. 11; Exp C; endosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live bad nonconcurrem with any other live bads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will M between the bottom chord and any other members, with BGDL = 7.0psi. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) A, C. 6) Provide mechanaal connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint A and 103 lb uplR at joint C. 7) This truss Is designed In accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVIPI 1. 8) "Semi-rigid p8chbreaks with Ived heals" Member and folly model was used In the analysis and design of this truss. LOAD CASE(S) Standard LOADING (7 SPACING- 24-0 CSI. DEFL. In (loo) Vdefl Ud PLATES GRIP TCLL 35.0 Place Grip DOL 1.15 TC 0.83 V. J( -0.08 K -L >999 360 MT20 22WI95 TCDL 7.0 Lumber DOL 1.15 BC 0.28 Ved(TL) -0.13 J -N >999 240 WEBS B -M-569/158, &L-216.775, GL -584227, bK---GP 5, E-1-129&/179, A-M-15SM020, G-1-153/1135 SUL 0.0- Rep Strew nor YES WB 0.95 Horz(TL) 0.04 H Na r/a BCDL 7.0 Code IRC2012/rP12007 (Matrix) Wind(LL) 0.03 K >999 240 We]ght: 2191b Fr=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800E 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 4-1.14 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F LSE or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid telling dlrw* applied or 1044 oc bracing. WEBS 20 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800E I AE'ExcepV WEBS 1 Row at midpt B -M, G -L, D -L, E -K, A -N W5,WS,W4,WB,W7: 2x4 OF Slud/BtdMITek recommendsthat Stabilizers and required am bracing be Installed durhg Suss erection In accordance with Stabilizer Installation guide. RPACRONS. th/size) N=1495/0.59 (min. 0-1-10), 11=1494IMechanbal Max Horz N--147(LC 4) Max UpIIBN-184(lC 8), 11-241 (LC 9) FORCES. (Ib) - Max Comp.Mlax. Ten. - All faces 250 (ib) or less except when shown. TOP CHORD A -B-1107/168, B -C-1163/242, C -D-1163242, D -E— 1519r6W E -F-652!758, FG=&341154, A -N-1452=, G.H-14701249 BOT CHORD M4Y--182/794, L -O-182!794, L -P-139/1151, K -P-139/1151, J -K-182/1318, IJ -181/1320 WEBS B -M-569/158, &L-216.775, GL -584227, bK---GP 5, E-1-129&/179, A-M-15SM020, G-1-153/1135 NOTES - 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; VUB=115mph (3aecond gust) V(IRC2012)=g1 mph; TCDLA.2psl; BCDL-1.2psf; h- 258; Cat. II; Exp C; encbsed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL -1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5)' This truss has been designed for a live bad of 20.Opsf on the bottom chord In all areas where a rectangle 3S0 tall by 2-04 wide will tit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of Wthstanding 194 It, uplift at joint N and 241 Ib uplift at Joint H. 8) This truss is designed in accordance, with the 2012 International Residents] Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member and fixity mode] was used In the analysis and design of this truss. LOAD CASE(S) Standard Roof Special 6-1-0 LOADING(pN SPACING- 2-0-0 CSI. DEFL In (hoc) Vde6 Ud PLATES GRIP TOLL 350 Plate Grip DOL 1.15 TO 0.84 Ved(LL) -0.08 W >999 360 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.13 W >999 240 BCLL 0.0Rep Stan Ivor VES WB 0.57 Horz(TL) 0.03 G rVa r/a BCDL 7.0 Cade IRC2012/IPI2007 (Matrix) Wind(LL) 0.03 1 >999 240 Weight: 20316 Fr=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800E 1.6E or 20 OF No. 1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 46-8 co puriins, except aril veNcais. BOT CHORD 20 DF 1800E 1.6E or 2x4 DF NDA&8tr or 20 DF -N 1 GOOF 1.6E BOT CHORD Rigid telling directly applied or 1006 co bracing. WEBS 2x4 OF 1800E 1.6E or 2x4 DF No. 1&Sir or 2x4 DF -N 1600E 1.6E'Except' WEBS 1 Row at micipt B -K, CJ, DJ, E -I, A -L W8,W5,W7,W6: 2x4 OF 5IutVStc1 Mliek rewmmends that Stabilizers and required cross bracing be Installed during truss.=on in accordanw with Sleblllzer Installation Quids. REACTIONS. (Ibex G 1echanlcal, L=1495/0-56 (colo. O1-10) H 234(( Max HorzL-234(LC 9) Max UplIftG-232(LC 9), L-189(LC 8) FORCES. (lb)- Max. Cornp./Max. Ten. -All forces250(Ib) or less exceptwhen shown. TOP CHORD A -B-1107/173, B -C-1164/253, C -D-1164/253, 6E-15331291, E -F-1755/272, F -G}1461/253, A -L-1452/210 BOT CHORD K -M-175794, J -M=-175,794, J.N- 105/1146,1-N=105/1146, H-1— 142/1358 WEBS B -K=569,160, BJ -222/778, CJ -572/2W, I}1-10SM4, E-1-731/233, F -H-110/1301, A -K-160/1020 NOTES - 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vu1b11 Smph (3 -second gust) V(IRC2012)=g1 mph; TCDL-4.2psf, BCDL 4.2psf; h =25R Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL --1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom lord live load wnwrrourrent with any other live loads. 5)' This truss has been designed for a Ilve load of 20.0psf on the bottom chord in all areas whew a rectangle 3.60 tall by 2-0-0 wide will fit between the bottom cord and any other members, with BOOL = 7.0psf. 6) Refer to girder(s) for truss to truss connedions. 7) Provide mechanloal connection (by others) of truss to bearing plate capable of withstanding 23211, uplift at joint G and 169 Ib uplift at joint L. B) This truss is designed In accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVrPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member eM fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Tmss Truss Type Oy Pry 17.0920127 A001 Hp 1 1 IaptiOng Job Peters.WEST es,lnc. Wetl Sep 2]08:56;482017 Paaggel (IDAHO FALLS), IDAHO FALLS, 183102 Run:6A00s JW 75201reSpAEX2ayau1152016 a IyBbO ID:EEmt81blk2gbQreSpAEX2aya7rl-vwVJdg7X8DyBbOWtOdoVr7CCXzdbN6Y_h928HUCYZU 1-0 700 14-0-0 20-0-0 260-0 33-00 400-0 qI_ -o- 700 7-00 BO-0 600 7-0-0 7-0-0 -0u wm nw. ®w �x o n I al MZ 7-0-0 1400 200-0 260-0 33-00 400-0 7-03 7-00 600 600 7-0-0 Plate Offsets X :0.8-00014 :0.9-5E :0.95E A8-00-0.14 :0-3-1203-0M.(3.120-M LOADING (ps0 SPACING- 200 CSI.DEFL. in lVdefl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TO 0.67 Ved(LL) -0.18 L >999 360 MT20 2E0/195 TCDL 7.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.30 LW >999 240 MT18H 2211195 BOLL 0.0' Rep Stress lncr YES WE 0.28 Horz(Ty 0.15 H Na nm BCDL 7.0 Code IRC2012"12007 (Matrix) Wind(L14 0.08 L-M >999 240 Weight:21911, FT=20% LUMBER- BRACINO- TOP CHORD 2x4 OF 18WF 1.6E or 20 OF No.15Btr or 20 Dl 1BOOF 1.8E TOP CHORD Sheathed a 2-2-0oc purlins. BOTCHORD 2x4 DF 18DOF 1.6E or 2x4 OF No.1&Btr or 2x4 Dl 1800F 1.8E BOT CHORD Rigid ceiling directly applied or 10.09 oc bracing. WEBS 2x4 DF 180OF 7.BE or 2x4 DF No.188tr or 2x4 DF-N 18DDF 1.6E •Except• WEBS 1 Raw at mtdpt PM, E-M, E-K, G-K W4:2x4 OF Studd MTek recommends that Stabilizers and required am bracing be installetl tludrg truss emclbn in accordance with Stabilizer Irstallatton guide. REACTIONS. gb1sIze) B=2G48At&8 (min. 023), H-048X75-8 (min. 023) Max H=B=261(LC 7) Max UpliRB--342(LC 8), H= 342(LC 9) FORCES. (Io)- Max. Comp.Mlax Ten.-All forces 260 (lb) or lessexoeplwhen shown. TOP CHORD B-C=-3053/451, C-D-2424/397, 0E-7888'400, E.F=1886/400, FG-2424/397, G-H-305&452 BOT CHORD 6N-421/2386, M-N=-0212384, N1.0-271/2094, L-O-271/2094, L-P-2712094. K-P-2712094. J-K-248@384, HJ-245/2386 WEBS C-N==57, C-M-625/302, 0M-941/65, E-M---604/221, E-l E-K-604/221, F-K=94/765, G-K=5251302, GJ-0257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) VgRC2012)=91mph; TCDL-4.2psf; BCDL-4.2psf; l Cat. II; Exp C; enclosed; MWFRS (emielope) gable end zone; cantilever left and right exposed ; Lumber D0L--1.33 plate grip DOL--1.33 3) Provide adequate drainage to prevent water ponding. 4) Ail plates are MT20 plates unless otherwise Indicated. 5) The Fabrication Tolerance at pint D=16%, Joint F=16% 6) This truss has been designed for a 10.0 pall bottom clam live bad rxxwonc rrrent with any other live bads. 7) `This truss has been designed for a Ilve load of 20.0psf on the bottom chord in all areas where a rectangle 3-60 tall by 200 Wde will G between the bodom chord and any other members, with BCDL=7.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34216 uplift at Joint B and 34216 uplift at joint H. 9) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVFPI 1. 10) "Sem1-rlgM pitchbreaks with fixed heels" Member end fixity model was used in the analysls and design of this truss. LOAD CASE(S) Standard Roof Special LOADING (psq SPACING- 2.00 CBI. DEFL. in (hoc) Udell Lid PLATES GRIP TCLL 35.0 Plata Grip DOL 1.15 TO 0.40 Vert(LL) -0.13 F.G >999 360 MT20 220/195 TOOL 7.0 Lumber DOL 1.15 BC 0.31 Ved(TL) -0.17 F -G >999 240 BOLL 0.0 ' Rep Stress Incr YES WE 0.32 H=(TL) 0.03 E Na Na BCDL 7.0 Cade IRC2012/iP12007 (Matrix) Wind(LL) 0.06 A -G >999 240 Weight: 1091b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E w 2x4 DF No.I&Btrw 2x4 DF -N 1800F 1.8E TOP CHORD Sheathed or 5-1-1 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.I&Btr or 20 DF -N 1800F 1.6E BOT CHORD Rigid calling directly applied or 10.00 oc bracing. WEBS 20 OF 1800F 1.6E or 2,4 OF No.18Btr w 2x4 DF -N 1800E 1.6E'Exoept' Mfiek recommends that Stabilizers and required cross bracing be installed during W2: 2x4 OF Stud0d truss.n:;.m . In accordance with Stabilizer Installation guile REACTIONS. (lo'slze) A=1100/0-58 (min.0-1-8),E=1100Ab-8 (min.(3-1-8) Max Hm A-241 (UC 4) Max LINt 187(LC 8), E-187(LC 9) FORCES. (Ib) - Max. CompAAax. Ten. - All iwces 250 (Ib) w less except when shown. TOP CHORD A -B -1513256, B -C-1390/3.55, C47-1330356, D -E=1513256 BOT CHORD A -G-268/1146, G -H-47/710, H-1=47!/10, F-1=471710, E -F=140/1084 WEBS C -F-237/848, D -F-454(306, C -G-237/848, B -G=4541306 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuib115mph (3 -second guar) V(IRC2012)=91mph; TCDL-4.2psf; BCDL=1.2psf; h=25tt; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever aft and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 par bottom chord live bad nonconcurrent with any other We bads. 4)' This truss has been designed for a live load of 20.0psi on the bo8om chord in all areas where a rectangle 3-M tall by 2-0-0 wide will itt between the bottom chord and any other members, with BODL-7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 In uplift at point A and 197 lb uplift at)oint E. 6) This truss Is designed In accordance with the 2012 Internallonal Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSvrPI 1. 7) "Semi-dgtd pitchbreaks with fixed heels" Member antl ilxly, model was used in the analysis and design of this how. LOAD CASE(S) Standard 117-0920127 I was type .11 LOADING SPACING- 200 CSI. DEFT. In (lac) Well Ud PLATS GRIP 377 TCLL 35.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.13 H-1 X999 360 MT20 2201195 TOOL 7.0 Lumber DOL 1.15 BC 0.29 VerKTL) -0.17 H-1 X999 240 BCLL 0.0' Rep Stress lnor VES WE 0.31 Horz(TL) 0.03 F rVa rVa SCDL 7.0 Cade IRC2012/rP12007 (Matrix) Wnd(LL) 0.04 B -I >999 240 Weight: 1121b FT=20% LUMBER- BRACING. TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF NoA&Bt or 20 DF -N 180DF 1.6E TOP CHORD Sheathed or 5-4.3 oc purlins. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Bt or 2x4 DF -N IWGF 1.6E BOT CHORD Rigid ceiling directly applied or ID -M oc bracing. WEBS 2x4 OF 1 8W 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N I 800 1.6E'Exmpt' recommends that Stabilizers arid requUed crass bracing be Irrslalled tlurirg W2: 2x4 DF Stud5ld Lek trha^.4 erection In accordance with SWUlizer Instillation guide, REACTIONS. gla/size) B=116800-0 (min. 61.8), F=116801-3-0 (min.61-8) Max Horz 8-263(1-0 6) Max UpIRIB-2i2(LC 8), F-212(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOPCHORD B-0-1404/238,C-D-123lrM6E-1231/346,E-F=1410/238 BOT CHORD B -1-221/I OW, IJ -24/678. J -K-24!678, H -K-24/678, F -H-103/966 WEBS 13-11-233'600, E -H= 404/294, D-I-233/fi00, C-1-404294 NDTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vut=115mph (3 -second gust) V(IRC2012)=91mph; TCOL-4.2psf; BCDL-4.2psf; h=2511; Cat. II; Exp C; enclosed; MWFRB (envelope) gable arid zone; cantilever left and right exposed ; Lumber DOL -1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord INe bad nonconcorrem with any other We bads. 4)' This truss has been designed for a five load of 20.0pst on the bottom chord In all areas where a rectangle 300 tall by 2-0-0 wide will Tt between the bottom chord and any other members, with BCDL=7.00. 5) Provide mechanical connection (by others) of tuns to bearing plate capable of withstanding 212 lb uplift at bice B and 212 Ib uplift at joint F. 6) This truss is designed in accordance with the 2012 International Residemal Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSUTPI 1. 7) "Seml-rlgld pllchbreaks with fixed heels" Member entl fixity model was used In the analysis and design or this truss. LOAD CASE(S) Standard ;;-0929, Dol Special LOADING (Psf) SPACING- 200 CSI. DEFL In (loc) Vdaft Ud PLATES GRIP TCLL 35.0 Plate Gdp DOL 1.15 TC 0.38 Vad(LL) -0.13 H -I a999 380 MT20 220/195 TOM 7.0 Lurcher DOL 1.15 BC 0.29 Ven(fL) -0.17 H -I a999 240 BCU_ 0.0 Rep Stress lncr VES WB 0.31 Horz(TL) 0.03 F We rVa BCDL 7.0 Cade IRC2012/rP12107 (Metrix) W1nd(LL) 0.04 Ed X999 240 Might: 112 lb FT=20% LUMBER - TOP CHORD 2x4 DF 18DDF 1.6E w 2x4 DF No.1&Btr or 2x4 DF -N iBOOF ,.6E BOT CHORD 2x4 DF 1800F 1.6E w 2x4 DF No.1&Btrw 2x4 DF -N 1BOOF 1.6E WEBS 2x4 DF 1800E 1.6E w 2x4 DF No.1&Bb w 2x4 DF -N 1800F 1.6E'Excepe W2: 2x4 OF StudGul REACTIONS. (lb/stze) 8=116S4Y3O (min.0-1A), F_1166r0.3O (min.0.1-8) Max Horz 8-263(LC 6) MM UpliftB- 212(LC 8), F-212(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 8-C-1404238, C -D -1231/J46, D -E-1231/346, E -F-1404/238 BOT CHORD B-1-221/1050, IJ -24/678, J -K-24/678, H -K-24/678, F-H-103✓966 WEBS D -H-2331800, E -H=404294, D-1-2331690, 0-1-404294 BRACING - TOP CHORD Sheathed or 5-4-3 ac purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. Mrecommends that Slabllli ars and required crass bracing be Irinalletl tluring erection in accordance with Stabilizer Installation Ql NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)zg1 mph; TCDL=4.2psF BCDL=4.2psf; h=25X; Cat. II; Exp C; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed; Lumber DOL=1.33 plate gdp DOL -1.33 3) This truss has been designed for a 10.0 psi bottom chord live bad norxnnwrrem with any other live loads. 4)' This truss has been designed for a Ilve load of 2D.Opsf on the bottom chord In all areas where a rectangle 364) tall by 2d0-0 wide will fit between the bottom chord and any other members, with BCDL=7.Opst. 5) Provkfa mechanical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplift at joint B and 212 lb uplift at joint F. 6) This truss Is designed In accordance with the 2012 International Residential Cade sections 8502.11.1 and RB02.10.2 and referenced standard ANSI/IPI 1. 7) "Semi-rigid pftchbreeks with fixed heels" Member end fDdty model was used in the analysis and design of this truss. I LOAD CASE(S) Standard noes 1 1 Fu5s,yp„ I wy AG01 Roof Special Girder 1 LOADING (pep SPACING • 2-0.0 CSI. DEFL. in (be) Udell t/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TO 0.25 Vert(LE) -0.03 H-1 >999 360 Mr20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.18 VedITL) •0.04 H-1 >999 240 BOLL 0.0 ' Rap Stress Ina NO WB 0.90 HCrz(TL) 0.01 F Na n/a BCDL 7.0 Code IRC2012/IP12007 (Matrix) Wind(LL) 0.02 H -I >999 240 Weight: 90 It FT=20Y LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Bit a 2x4 DF -N 180WF 1.6E TOP CHORD Sheathed or 5.113 oc purlins, except and verticals. ROT CHORD 2x6 OF 1800F 1.6E or 2x6 DF SS BOTCHORD Rigid ceiling directly applied or 10.0300 bracing. WEBS 2x4 OF SluNStd'Except- WEBS 1Row at midpt E -F W1:2x4 DF i800F 1.6E or 2x4 OF No.1 &Btr or 2x4 DF -N 1800F 1.6E MIT&recommends that Stabilizers and required crass bracing be Installed during truss arectbn In accordance with Stabilizer Installation quide. REACTIONS. (IbIsize) F=619/1-9-0 (min. 0-13), 8=937/OS-8 (min. 61-6), G=313r0-33 (min. D-13) Max Horz M73(LC 8) Max UpIIftF-444gLC 8), B-200(LC 8), G-120(LC 8) FORCES. (lb) - Max. Cump.Mlax. Ten. - All faces 250 (Ib) or less except when shown. TOP CHORD B -C- 122=1, C -D=819/188 BOT CHORD 8-1=463931, H-17463929, H.k-323'609, G -J= -32316W, F -G-3231609 WEBS C-Ha787/173, D-11=390/88, D -F-10081533 NOTES. 1) Wind: ASCE 7-10; Vu8=115mph (3semrld gust) V(IRC2012)=91 mph; TCDLa4.2psf; BCDL=4.2psl; hQSft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and rightexposed ; Lumber DOL --1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord We bad naiconcurrentwith any other live "s. 3)' This buss has been designed is a live load of 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tell by 20-0 Wde will N between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 Ib uplift at pint F, 200 It uplift at plra B and 120 lb uplift at joint G. 5) This truss is designed In accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and desgn of this truss. 7) Hanget(s) or other connection devlco(s) shall be prWded sufficient to support concentrated load(s) 322 lb down and 222 lb up at 83-14, and 358 Ib down and 237 Ib up at 9.3.6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIQ Vert: A -E=84, B -F-14 Concentrated Loads (lb) Vert: H-322(8) J=358(F) LUMBER- TOPCHORD 2x4 DF 180DF 1.6E or 2x4 DF No.1&Btra 2x4 DF -N 180OF 1.6E BOT CHORD 2x6 DF 160WF 1.6E a 2x6 OF SS WEBS 2x4 DF 180OF 1.6E or 2x4 OF No.i&Bt, or 20 DF -N 180OF LINE'Excepr W 14, W 13, W 12, W t 0, W 9, W 11: 2x4 OF Stud/Sld REACTIONS. (lb/size) W-WI&g3A (min. 034), S-442003.8 (min. 0.2-7J, M=15691653 (min. 0-") Max Horz W-235(LC 25) Max Upli tW-1916(LC 8). S-2143(LC 4), M-711(LC 9) Max Grav Wdi074(LC 19), S-1548(LC 20), M=1649(LC 20) BRACING- TOPCHORD Sheathed or 6-M oc purlins. BOTCHORD Rigid calling directly applied or 6-M oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All faces 250 (b) or less except when shown. TOP CHORD BC -1:33877, GD -171898, D -E}149/1138, E -F-73/838, F -G=451693, G-H=49t372, H-1-78/652,1,)=614/564, J -K-1739/1073, K -L-2125/1106, (.M-2426/1099 BOT CHORD B -Y-398/185, X -Y-401/184, W -X -759/J32, V -W-9023, V -Z-331!323, LLZ-371823, U -AA -Ml G23, T -AA -331/323, T-AB=384M%, 8-AB=384/355, S -AC -43.3010, R -AD -433310, R -AD -821423, O -AD --fl 423, P-0-71811690, O -P-812/1912,1,40=811/1912 WEBS GX-427/179, E -W-1379216, E -V-177/1079, F -V-70485, GV -746/211, G-Uma/270, G-Ta3331120, H -T -16x333, HS -8081213, hS3308/1635, I -R-15572911, J -R=-2361/1152, J-0-15672881, K-0-51&228, K -P-62782, L -P-353/185, PW=350/186 NOTES - 1) 2 -My truss to be connected together with tOd (0.131"X3") nails es follows: Tap chords connected as follows: 2x4.1 raw at 0-" m. Bottom dlords connected as follows: 2x6 - 2 rows staggered at 64-0oc. Webs connected as follows: 2x4- 1 raw at 09-0 oc. 2) All bads are considered equally applied to all plies, except t Wed as from (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-3.2psf; BCDL=4.2psF h=25ft; Cat. It; 6cp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOU1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This trues has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live bads. 7)' This truss has been designed for a Ilve load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCDL= 7.Ops1. 8) Provlce mechanical connection (by others) of truss to bearing plate capable of will 9) This truss Is designed in accordance with the 2012 International Residential Coda a 10) "SemFrigld pilchbreaks with fixed heels" Member end fidty model was used in the 11) Hanger(s) or other connection devices) shall be provided su6idem to support mor at 284-4, 3501b down and 2771b up M 3044, and 3501b down and2771b up at design(selecillon of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof LNe (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads(pt) Vert: A -F-84, F.b84, J -N-84, B -M-14 Concentrated Loads (lb) Van: W -3929(B) 8=36XB) Q-2240(8) AC -350(8) AD -350(8) ,2143 lb uplift at Joint S and 711 Ib uplift at Joint M. L2 and referenced standard ANSITPI 1. and 156116 up at 10.8$ 360 lb down and 28216 up 11437 lb up at 34-44 on bottom chord. The 17-OW12T AH01 Hk irder IV, 1 2L BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Reference tootimen Run: &000 a JuI 152016 Prim: 8.000 a Jul 15 W16 MTek Industries, Inc Wed Sep 27 08:58:51 2017 Peeggsa 1 ID:EEmt8lblkZgbQreSpAEX28y87rFKVBMT9ZO WIZAHmblw5U29bdsh7oof7rWNx5XyZUvg -1-0- 4-2-0 8-41, 11-1-12 23 17-11-12 235 2&11-0 3430 3B-7-0 42-9-0 46-11-0 4 -110 -0- 4-2-0 42-0 29.12 1d-0 5-&12 5-5-12 6-8-12 5$12 42-D 4-2-0 42.0 -6 sr.,n �r Y4 A Y3 2 42-0 660 42-0 42-0 11-00 12 280P 12 17-11-12 6-612 2 5.8 5312 ?P -2d s1a-10 8440 38-7.0 aaSA 4611-9 44 4&12 &143120 42-0 42-0 Plate Offsets IX.n- C43003-0 :0413 1. N:O-M.94g, :03003-0 QAG-80d-4 45-00-4-e SA6-00-0-8 D-5004-8 LOADING (pso SPACING- 2-0-0 C81. DEFT. In (hoc) VdeN l/d PLATES GRIP TOLL 35.0 Plats Grip DOL 1.16 TC 0.23 Ved(LL) -0.05 P-0 X999 380 MT20 220/195 TOOL 7.0 Lumher DOL 1.75 SC 0.13 Ven(TL) -0.08 P-0 X999 240 BCLL 0.0' Rep Sirens [nor NO WB 0.64 Hom(TL) 0.01 M n/a We BCDL 7.0 Code IRC2012/fP12DO7 (Matrix) Wind(LL) 0.05 P-0 X999 240 Weight: 7111b FT 20% LUMBER- TOPCHORD 2x4 DF 180DF 1.6E or 2x4 DF No.1&Btra 2x4 DF -N 180OF 1.6E BOT CHORD 2x6 DF 160WF 1.6E a 2x6 OF SS WEBS 2x4 DF 180OF 1.6E or 2x4 OF No.i&Bt, or 20 DF -N 180OF LINE'Excepr W 14, W 13, W 12, W t 0, W 9, W 11: 2x4 OF Stud/Sld REACTIONS. (lb/size) W-WI&g3A (min. 034), S-442003.8 (min. 0.2-7J, M=15691653 (min. 0-") Max Horz W-235(LC 25) Max Upli tW-1916(LC 8). S-2143(LC 4), M-711(LC 9) Max Grav Wdi074(LC 19), S-1548(LC 20), M=1649(LC 20) BRACING- TOPCHORD Sheathed or 6-M oc purlins. BOTCHORD Rigid calling directly applied or 6-M oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All faces 250 (b) or less except when shown. TOP CHORD BC -1:33877, GD -171898, D -E}149/1138, E -F-73/838, F -G=451693, G-H=49t372, H-1-78/652,1,)=614/564, J -K-1739/1073, K -L-2125/1106, (.M-2426/1099 BOT CHORD B -Y-398/185, X -Y-401/184, W -X -759/J32, V -W-9023, V -Z-331!323, LLZ-371823, U -AA -Ml G23, T -AA -331/323, T-AB=384M%, 8-AB=384/355, S -AC -43.3010, R -AD -433310, R -AD -821423, O -AD --fl 423, P-0-71811690, O -P-812/1912,1,40=811/1912 WEBS GX-427/179, E -W-1379216, E -V-177/1079, F -V-70485, GV -746/211, G-Uma/270, G-Ta3331120, H -T -16x333, HS -8081213, hS3308/1635, I -R-15572911, J -R=-2361/1152, J-0-15672881, K-0-51&228, K -P-62782, L -P-353/185, PW=350/186 NOTES - 1) 2 -My truss to be connected together with tOd (0.131"X3") nails es follows: Tap chords connected as follows: 2x4.1 raw at 0-" m. Bottom dlords connected as follows: 2x6 - 2 rows staggered at 64-0oc. Webs connected as follows: 2x4- 1 raw at 09-0 oc. 2) All bads are considered equally applied to all plies, except t Wed as from (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-3.2psf; BCDL=4.2psF h=25ft; Cat. It; 6cp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOU1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This trues has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live bads. 7)' This truss has been designed for a Ilve load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCDL= 7.Ops1. 8) Provlce mechanical connection (by others) of truss to bearing plate capable of will 9) This truss Is designed in accordance with the 2012 International Residential Coda a 10) "SemFrigld pilchbreaks with fixed heels" Member end fidty model was used in the 11) Hanger(s) or other connection devices) shall be provided su6idem to support mor at 284-4, 3501b down and 2771b up M 3044, and 3501b down and2771b up at design(selecillon of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof LNe (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads(pt) Vert: A -F-84, F.b84, J -N-84, B -M-14 Concentrated Loads (lb) Van: W -3929(B) 8=36XB) Q-2240(8) AC -350(8) AD -350(8) ,2143 lb uplift at Joint S and 711 Ib uplift at Joint M. L2 and referenced standard ANSITPI 1. and 156116 up at 10.8$ 360 lb down and 28216 up 11437 lb up at 34-44 on bottom chord. The Jeb Truss Truss Typs (dry Py 17-0320727 AJ01 Hb 1 1 Job lona lli 00 S JUl 1 BMC ST (IDAHO F 1S), IDAHO FALLS, ID 83402 Run:8.000 a Ju1152018 Pdnc B.OW s Ju1152016 MTek ndusVles, Inc. 3a 2708:6851 2017 age 1 ID:EEmt8lblkZgbOreSpAEX2aya7rl-KVBmTSZO W tZAHzablw5U2r95jsb3os37rWNx5XyZtivg 1-0- 60-0 W-0-0 20.60 28-0-0 T4000 40U0 1-0- -(} 600 60-0 8.0 0 8-60 8-o-0 8-o-0 -o- a 60-0 12-o-0 20-00 28-0-0 34-60 4660 6-0-0 60-0 8-0-0 8-o-o 6-o-0 6-o-0 Plate Onsets :6806614 :03-062.3 F:030623 H:0&000-14 KA-3-4E :00-0E e LOADING (ps0 SPACING- 200 CSI. DEFL. In (be) WellUd PLATEB GRIP TOLL 35.0 Plate Grip DOL 1.15 TC 0.80 Vert(Ly -0.22 K-L >999 380 MT20 220/195 TODL 7.0 Lumber DOL 1.15 SC 0.57 Ved(1L) -0.40 K-L >999 240 SCLL 0.0' Rep Stress lncr VES WB 0.43 Hl 0.16 H Na Na SCDL 7.0 Code IRC2012/rP12007 (Matrix) Wnd(LL) 0.09 L >999 240 Welght:208 tic FT=20% LUMBER- BRACING- TOP CHORD 2x4 OF 18W 1.6E or 2x4 OF No.1&Biz or 2x4 DF-N 1800E 1.SE TOP CHORD Shwilrad or 3-2-8 ccpurlins. BOTCHORD 2x4 OF 1B00F 1.6E or 2x4 OF No.1&Btr or 2x4 DF-N IBWF 1.6E BOTCHORD Rigid telling directly applied or IDIM co bracing. WEBS 2x4 OF IBOOF 1.6E or 2x4 OF No. 1li a 2x4 DF-N 1800F 1.6E'Exmpt' WEBS 1 Row at nsdpt E-M, E-K W5,W4:2x4 OF StudGW recommendsthadrat Sladlizers and required moss bracing be installed duringtruss twek erection in accordance with Stabilizer Installation aide. REACTIONS. (Ib/size) B-2048/0-5-8 (min. 623),H 58 (min. 623) Max Hoz B=M(LC 7) Max U01116=324(LC 8), H=324(LC 9) FORCES. (lb) - Max CumpJI Ten. -AII faces 250 (Ib) a less except when shown. TOP CHORD B-C- 3 74/429, C-D-2578/.186, 6E-2020PJ80, E-F=2020/379, F-G-2578/385, G.H=3074/429 M-N-426/2413, M-0=402/2488, L-0=402/2488, L-P-402/2488, K.P-402/2488, J-K=241/2413, HJ-241/2413 BOTCHORD 6N-426/2413, WEBS C-M=480/253, 6M-72/823, E-M-838/287, E-L-0/400, E-K-83&/286, F-K-72/823, G-K-180/264 NOTES- 1) Unbalanced roof live loads have been conaklered for this design. 2) Wind: ASCE 7.10; Vult=115mph (3-se00nd gust) V(IRC2012)=91 mph; TCDL-4.2psh, BCDL.4.2psl; h25ft; Cat II; E)y C; enclosed; MWFRB (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL--1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live lad nonocmcunent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-60 fail by 23.0 wide will til between the bottom chord and any other members, with BCDL=7.0psf. 6) Provide mechanical connection (by others) of from to bearing plate capable of withstanding 324 lb uplift at )olm B and 324 Ib uplift at Joint H. 7) This truss Is designed In accordance with the 2012 International Residenfial Code sections R502.11.1 and R802.10.2 and referenced standard ANSUIPI 1. 8) "Semi-rigid pnchbreaks with shed heals" Member and fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 7O92012T Hall HIP OP�0 5.11-3 11-8-5 17-5-8 07-0 59-3 5-9-3 5-9-3 LUMBER - TOP CHORD 2x4 OF iBWF 1.8E or 20 DF No.lABtf or 2x4 DF -N i80DF 1.6E BOT CHORD 2x4 DF 18D0F 1.6E or 2x4 DF No.16Bh or 2x4 DF -N 1B00F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.l6Btr or 20 DF -N 1800F 1.6E REACTIONS. (lb/size) E=B41/0-30 (min. 0.1-8), G=841/Mechanical, G=841/Mechanical Max LIMi6E-206(1-0 4), G-206(LC 4) FORCES. (Ib) - Max. CDmp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B-6BNl89, BC- 489/105, A-G-79WYd4 BOTCHORD FI=121/459,W-121/459,EJ-121/459 WEBS A-F-2W/8WB-F=S54/215,C-E-740/199 BRACING - 02.0 TOP CHORD 8-512 BOT CHORD Rigid ceiling directly applied or 10O0 oc bracing. WEBS 58-12 Plate Offsets t% - 8A4 03-0 F:0.40030 truss erection In accordance with Stablllzer Installation guide. LOADING (psf) SPACING- 20-0 C81. DEFL in (lac) /dell Ud PLATES GRIP TCLIL 35.0 Plate Grip DOL 1.15 TC 0.54 Vert( 3.17 E -F >999 380 MT20 2201195 TCOL 7.0 Lumber DOL 1.15 BC 0.40 Ven(TL) 3.28 E -F >724 240 BOLL 0.0' Rep Stress lncr YES WB 0.48 Horz(TL) 0.01 E We rda BCDL 7.0 Cade IRC2012lfP12007 (Maldx) Wind(LL) 0.01 F >999 240 Weight: 11416 FT=20% LUMBER - TOP CHORD 2x4 OF iBWF 1.8E or 20 DF No.lABtf or 2x4 DF -N i80DF 1.6E BOT CHORD 2x4 DF 18D0F 1.6E or 2x4 DF No.16Bh or 2x4 DF -N 1B00F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.l6Btr or 20 DF -N 1800F 1.6E REACTIONS. (lb/size) E=B41/0-30 (min. 0.1-8), G=841/Mechanical, G=841/Mechanical Max LIMi6E-206(1-0 4), G-206(LC 4) FORCES. (Ib) - Max. CDmp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B-6BNl89, BC- 489/105, A-G-79WYd4 BOTCHORD FI=121/459,W-121/459,EJ-121/459 WEBS A-F-2W/8WB-F=S54/215,C-E-740/199 BRACING - TOP CHORD Sheathed or 80-0 oc purlins, except entl verticals. BOT CHORD Rigid ceiling directly applied or 10O0 oc bracing. WEBS 1Row at mldpt C -E MlTek recommends that Stabilizers and required close bracing be Installetl during truss erection In accordance with Stablllzer Installation guide. NOTES - 1) Wind: ASCE 7.10; Vult-115mph (3-sec«M gust) V(IRC2012)=91 mph; TCDL-7.2psf; BCDL=4.2psf; h-25fi; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --I.33 plate grip DOL -1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pal bosom chord live bad nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.60 tall by 20-0 wide will fit between the bottom chord and any tuber members, with BCDL = 7.0psf. 5) Refer to girder(s) for trues to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20616 uplift at holm E and 2)3 lb uplift at john G. 7) This truss is designed In accordance with the 2012 International Residential Code sections 11502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pltchbreaks with fixed heats" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard rw O1 Rwf Spedal Wil LOADING fie SPACING- 2.0.0 CSI. DEFL. In floc) Udell t/d PLATES GRIP TOLL 35.0 Plata Grip DOL 1.15 TC 0.57 Ven(LL) -0.22 H-1 >478 S60 W20 220/195 TCDL 7.0 Lumher DOL 1.15 BC 0.42 Vert(TL) -0.38 H -I >283 240 BCLL 0.0' Rep Stress Inc, VES WB 0.34 Hoa(TL) 0.01 E We n/a BCDL 7.0 Code IRC2012r1P12007 (Matrix) Wind(LL) 0.01 E -G >999 240 Weight: 136 I6 Fr=20% LUMBER- BRACING. TOP CHORD 2x4 OF 1800E 1.6E or 2x4 OF No.l&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 680 oc purlins, except end verticals. BOT CHORD 2x4 DF IBODF 1.8E or 2x4 DF No. 1&Str or 2x4 DF -N IBOOF 1.6E BOT CHORD Rigid wiling directly applied or 100-0 oc bracing. WEBS 2)(4 OF 16001' 1.6E or 2x4 OF No. 1&fW or 2x4 DFN 1800F 1.6E *Except' WEBS 1 Row at midpt B-H, PH, B4 WS,W6: 2x4 OF SWd/Std Mlle rrewmmends that Stabilizers and required cross bracing be Installedduring SLIDER Right 2x8 DF SS or 1950F 1.7E 3.70 truss erection in accordance with Stabilizer Installation guide. REACTIONS. (INsize) H=977/0-3.8 (min. 0.1.8), 1-410/Mechwlml, E-481Machanloal Max Hoa 1— 299(LC 9) Max UpllftH-251(LC 8), 1-66(LC 9), E-21 (LC 8) Max GrmH277(LC 1), 1=444(LC 16), E-182(LC 20) FORCES. (lb) - Max. CompJMax Ten. - Ail faces 250 (lb) or less except when shown. TOPCHORD D -E-513/50 BOTC14ORD I.1-198/281, J -K-198/281, H -K-198/281 WEBS 13-1-1-261/274, 611-36910, D -H-425/336 NOTES - 1) Unbalanced roof live load$ have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3semM gust) V(IRC2012)21 mph; TCDL-4.2psf; BCDL-4.2psf; h25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; canBlever left and right exposed ; Lumber DOL --1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 pet bottom chord live load wnconcurrent with any other live bads. 4)' This truss has been designed for a [Ke load of 20.00 on the bonom chord in all areas where a rectangle 3-60 tall by 280 wide will If between the bottom chord and any other members, with BCDL= 7.Opsi. 5) Refer to girder($) for truss to buss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 251 Ib uplift at joint H, 6616 uplift at pint I and 21 Ib uplift at joint E. 7) This truss Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI) -PI 1. 8) "Semi-rigid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard mu 40-2 8-0-4 13-7-6 19-2-B 40-2 40-2 5-7-2 LOADING 1ps0 SPACING- 2.0-0 CSI. DEFL. In (lac) Well Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.68 Verl(LL) -0.23 H-1 >466 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.43 Vert(TL) -0.39 H -I >276 240 13CLL 0.0' Rep Strees Inch YES WB 0.59 Horz(TL) 0.00 H Na Na BCDL 7.0 Code IRC2012ITPI2007 (Matrix) Wnd(LL) -0.01 H -I >999 240 Weight: 136 lb Fr 2D% LUMBER- BRACING - TOP CHORD 20 OF 1BWF 1.6E or 2x4 OF No. I8 Bir or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 640 oc purlins, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 20 DF -N 1000F 1.6E BOT CHORD Rigid ceiling directly applied or 640 oc bracing. WEBS 2x4 OF 180OF 1.8E or 20 OF No. 1&Btr or 2x4 DF -N I 800 1.6E'ExcepV WEBS 1 Row at midpt B-H, 6H, B -I W5,W6: 20 OF Stud/SM SLIDER RIgM 2x8 OF SS or 1950E 1.7E3-79 MfTek recommends Nat SlaWlhers antl required cross bracing be installed dudng truss erection in acmrtlance wllh Stabilizer Ir�sWlatlan aide. REACTIONS. (lb/size) H=199410-6-8 (min. 0-2-2), 1-126'Mechant al Max Hort I- 299(LC 9) Max UpIRH- 293(LC 8), 1-434(LC 20) Max GMH=1994(LC 1), 1=Q72(LC 19) FORCES. (Ib) -Max. Canp.Mlax. Ten. - Ail farces 250 (lb) or less except when shovn. TOP CHORD B -C -86M21, C-D=38M, O -E=53/487 BOT CHORD IJ -246/29q J -K=24&1290, H -K-2481290 WEBS B -H-425/281, C -H=1191/62, D -H- 457", B-1-186/582 NOTES - 1) Unbalanced roof Ilve loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1ISmph (3 -second gust) V(IRC2012)=g1mph; TCDL-4.2psf; BCDL-4.20; h459; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL -1.33 plate grip DOL -1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other INe loads. 4) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0tell by 240 wide will M between the bottom chord and any other members, with 8CDL=7.Opsf. 5) Refer to girder(s) for truss to truss connedtions. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 Ib uplift at joint H and 4341b uplift at pint I. 7) This truss is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard IMIS 2 LOADING (p Q SPACING- 2.0.0 CSI. DEFL. In (bc) Vdefl L/d PLATES GRIP TCIL 35.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.05 F -G >999 360 MT20 2201195 TCDL 7.0Lumber DOL 7.15 BC 0.41 Vert(TIL) -0.07 F -G >999 240 BCLL 0.0' Rep Stress lncr NO WS 0.48 Hwz(TL) 0.01 F We n/a BCDL 7.0 Code IRC2071/IPI2007 (Matrix) Wind(LL) 0.02 F -G >999 240 Weight: 372 lb FT=20% LUMBER- SPACING - TOP CHORD 2x6 OF 1800E 1.6E or 2x6 OF SS TOP CHORD Shealhedor640ccpurlins, except and vertices. BOTCHORD 2x8 OF 195OF 1.7E or M OF SS BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. WEBS 2x4 OF IBOOF 1.6E or 2x4 OF 1,10.1MBtr or 20 DF -N 1800F 1.6E'Except' W7,WB,W6: 2x4 OF Stud/Std REACTIONS. (INsize) J250BMlechanical, H=9242M-3.8 (req. 0-0-15), Fa3Q&Mechanicel Max Hm,l-291(LC 4) Max Up11NJ-371(LC 9), H-1 5G2(LC 9), F-424(lC 8) Max GravJ2514(LC 19), H2242(LC 1), F23443(LC 20) FORCES. (lb) - Max CcmpJMax Ten.-Alliorces 25D (11b) or lessexceptwhen shown. TOP CHORD A-6=1312218, B -C-169/521, GD -126/623, D -E-2463380, E-F-2599IJ70, AJ=1822/265 BOTCHORD J -K-261293, 1-K=261293, 1-L-31&883, L-M=315x883, M -N-316/883, H-N=315x883, H.0— 140/482, O.P=140/482, P-0-1401482, G -R-140/482, G -R=140/482, G-3-209/1739, S -T-209/1739, F -T-209/1739 WEBS 8-1=4312646, B -H-21151550, G1-1-956/57, 61-1-2503/616, DG -725/4211, A-1-181/1187 NOTES - 1) 2-plytruss to be connected Wgathw with 10d (0.13153") nails as lollowe: Top chords connected as follows: 2x6 - 2 rows staggered at M-0 oo, 2,4 -1 row at 0-9-0oc. Bottom chords connected as follows: 2x8. 2 revs staggered at 0.5.0 oc. Webs connected as follows: 2x4 - i now, at 0A-0 oc. 2) Al loads are considered equally applied to all plies, except If noted as front (F) a back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wnd: ASCE 7-10; Vult-115mph (3 -second gust) V(IRC2012)21 mph; TCDL-4.2pst; BCDL-4.2psF h25f1; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL --1.33 5) This truss has been designed for a 10.0 cat bottom chord live bad nonconownent with any other INe loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6.0 tall by 24 0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) WARNING: Required hearing size at Joint(s) H greater than input bearing size. 8) Refer to girder(s) for buss to truss connections. 9) Provide mechanical connection (by others) of truss W bearing plate capable of withstanding 371 Ib uplift atpint J, 150216 uplift at pint H and 424 lb uplift at pint F. 10) This truss is designed In accordance with five 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVIPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1481 Ib down and 2551b up at 1-9-12, 1481 Ib down and 25516 up at 3-9-12,1481 Ib down and 213 lb up at 5-9-12, 1481 Ib down and 214 Ib up at 7-9-12, 1481 Ib down and 214 lb up at 9-9-12, 1481 Ib down and 214 lb up at 11-9-12, 1481 Ib down aid 214 lb up at 13.9-12, and 1481 Ib down and 214 lb up at 15-9-12, and 1481 Ib down and 214 lb up at 17-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead. ROM Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plQ Vert: A -C-84, GF -84, FJ -14 Concentrated Loads (Ib) Vert: G-1481(8)1=-1481(8) K -1481(B) 1=1481(8) N -1481(B) 0-1481(6) 0=-1487 (B) 5-1481(8) T -1481(B) 17-OM12T BB01 Hip 1 1 Relerexe nal BMC WEST ODAHD FALLS), OAHU FALLS, ID 83402ob Flun: m JulJblkZgb reSpA X2ayau1152018 Wok rbHiUdustries,lnc. Wed y7GFio E4GmTV 06 Qlgs27 Pe8e1 ID:EEmt8lblkZgbOre aya7rl-GtJVJurbH135-0-0 _OL7y7GFtogE4GmTOkIs29Pyn1Ve I sag toxo Isco 2sa-o 3040 9soo ao-o-o t-o- 30-0-0 sO0 540 8-8-O 6-8-0 "-0 5-0-0 5-00 -0 _ = x �r zv:s_ ri P o 10-0-0 20-00 3GOO 4000 1040 10-00 10.0.0 1040 Plate Offsets - BNaO0414 D69- 040E 6:09-E 168-00014 G-4.003-0 040E 10:0-4003.0 LOADING(ps0 SPACING- 2-0-0 CSI. DEFL. In floc) Udell Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.51 Ved(LL) -0.33 K-L X999 360 MT20 22(V95 TCDL 7.0 Lumber DOL 1.16 SC 0.73 Ven(TL) -0.55 K-L X857 240 MT18H 220/195 BCLL 0.0 ' Rep Stress I= YES WB 0.43 Hoa(TL) 0.17 1 n/a rVa BCDL 7.0 Code IRC2O12/TPI2037 (Matrix) Wind(LL) 0.11 L >999 240 Weight: 1941b FT=20% LUMBER- BRACING- TOP CHORD 2x4 OF I800F 1.6E or 2x4 OF No. I&Bir or 2x4 DF-N 1800F 1.6E TOP CHORD Sheathed or 3--10 oc purlins. BOT CHORD 2x4 OF 1800E 1.6E or 20 OF No.t&Btr or 2x4 DF-N 18001F 1.6E BOT CHORD Rigid calling directly applied or 8-1012 oc bradrng. WEBS 2x4 OF 1800F 1.6E or 20 OF No. i&Btr or 2x4 DF-N 18WF 1.6E'ExcapC WEBS 1 Row at mldpl E-M, F-K W4,WT 2x4 OF Stud/Std MITek recommends that Stabilizers and required cross bracing be Installed tludng truss er ectlon In accordance with Stabilizer Installationukle. REACTIONS. (Ih/size) B=2048,0,5-8 (min. 0.23), 1=204810,SB (min. 0.23) Max HIM E=191(LC 7) Max UMIRB=302(LC 8), I73O2(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B-C=3054/457, C-D=2712/445, 0E7218W4O3, E-F=2887/502, F-672185/403, G-H=2712/445, H-1=3054/457 BOTCHORD &M7489/2413, M44-5672854, N07561/2854, L-O-561Y2854, L-P7515r2854, P-07515/2854, K-0=fi15/2854, 1-Kn3112413 WEBS C-M=318227, D-M7=-1OBW. E-&17107&339. F-K71076/.138, G-K-106H8O, H-K73/9227 NOTES- 1) Unbalanced root live loads have been considered for this design, 2) Wind: ASCE 7.10; Vu11=7 i5mph (&secorM gust) V(IRC2O12)=91 mph; TCDL-4.2pst, BCDL71.2pd; h=258; Cat II; Exp C; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; Lumber DOL--1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrem with any other live loads. 6)' This truss has been desgnred for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0tall by 2.00 wide will It between the bottom chord and any other members, with EMIL =7.0psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3D2 lb uplift at pica B and 30216 uplift at Iaht 1. 8) This truss is designed in accordance with the 2012 International Residential Cade sections R502.1 1.1 and R802.10.2 and referenced stardard ANSIIIPI 1. 9) "Semi-dgld pitchbreaks with fixed heels' Member end fixity model was used In the anaysis and design of this trues. LOAD CASE(S) Standard 17-0920127 001 Hall Hip 1 1 Jab Reference (optionall B EST IDAHOFALLS), ID FALLS, ID 83402 un:8.000s Jul 15WIB Print: 6,0006 u 152018 ek lnduseles, Inc. Wed Sep2706%142017 ages ID:EEm18lblkZgbQm$pAEX2aya7fl-k4tv5Bc wxk8RJA_2eBrFn214eH778ZXUbdryZLlYd 5.10-0 11-&0 17-B-0 22-2-8 2E71-0 32-11-0 38-11-0 ( ( 5-10-0 5-100 5-10.0 4-N 4-8-8 00.0 6-0-0 71 .wnt ssc as as -A Ki 8-60 17-00 26-1170 2P -8 32-11-0 38-11-0 B-9-0 &9-09-5-0 &8 5-5-8 Plate OBsets (X,Y)-- A9-3AO1d 1344-003-0 :D-3-00-23[F.0,3-0.0-2-31,K:0.10E A-0-063.0 M:0.7 -00a-4 LOADING (psf) SPACING- 2.00 CSf. DEFL. In (bo) Vdefl Ud PLATES GRIP TOLL 35.0 Plate Gdp OOL 1.15 TO 0.48 Ven(LL) -0.23 K -L >999 360 MT20 220/185 TOOL 7.0 Lumber DOL L1fi BC 0.48 Ved(TL) -0.37 K -L >865 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Hwz(TL) 0.03 K We n/a BCDL 7.0 Gods 111=1271`12007 (Matrix) Wind(LL) 0.07 A -M >999 240 Weigh: 246lb FT 20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800E 1.6E or 2x4 OF No.1&Bb ar 2x4 DF -N 1SOOF 1.6E TOP CHORD Sheathed or 4.7.11 oc purlins, except end verlkeis BOT CHORD 20 OF 1800E 1.6E or 2x4 OF No.1&Bb or 20 DF -N 1800F 1.6E BOT CHORD Rigid Ceiling directly applied or 10-00 oc bracing, Except: WEBS 2x4 DF 1800F 1.6E w 2x4 DF No.1&Btr or 2x4 DF -N 1800E 1.6E'Exwpl' 64 -0 oc bracing: J.K. W1 0,W1 1,W9:2x4 OF SUUVSM WEBS 1Raw at mklpt C-4 D -L, E-K,F-K,G-K MDek recommends that StaWlizers and required crass bracing be Installed during truss erection In accordance with Stabilizer Installation gulde. REACTIONS. (Ih1s1ze) A=1120/Machanlcai, K2566DG.8 (min. 62-12), 1=107/65.8 (m1n. 61-8) Max Horz A295(LC 8) Max UpINA-189(LC 8), K=454(LC 8),1-260(LC 19) Max GravA=1139(LC 19), K2566(LC 1), 1252(LC 20) FORCES. (Ib) - Max GompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B-1702/270, B-(>= 1406782, GD -6731175, D -E--432/204. E -F-41/474. F -G-71/688, G -H- 227/325, H-1-312/297 BOTCHORD A-M--M1370,M-N-233521,N-0-233521,L-0-233(921 WEBS B -M-418@47, C -N1=-139/574. GL -7691349. E -L=-24611030. E -K-1370/313. F -K-702/105, GK -614577, G -b15/263, H -J-305/117 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIb115mph (3 -second gust) V(IRC2012)21 mph; TCDL=4,2psf; BCDL=4.2psF h25f ; Cat. II; Ery C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed : Lumber DOL --I.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water pondmi 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live bads. 5)' This truss has been designed for a litre load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 280 wide will fit between the bottom chord and anyother members, with BCDL. 7.Opsf. 6) Refer to girder(s) for truss to Uuss connections. 7) Provide mechanical connedlon (by others) of truss to hearing plate capable of withstanding 189 Is uplift at joint A, 45416 uplift at joint K and 260 lb uplift at pint I. 8) This truss Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard LOADING lipSPACING- 2-0-0 CSI. DEFL. In (be) Well Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TC 0.80 Ven(LL) -0.17 G -H >999 360 MT20 220/195 TCDL 7.0 Lumbar DOL 7.15 BC 0.44 Ved( L) -0.32 G -H >999 240 BCLL 0.0' Rep SUess lncr VES WS 0.51 Haz(TL) 0.03 G Na Na BCDL 7.0 Code IRC2072/1PI2007 (Matrix) Wind(LL) 0.03 1 >999 240 Weight: 202 lb FT=20% LUMBER- BRACING - TOP CHORD 24 DF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800E 1.6E TOP CHORD Sheathed or 410.7 oc purlins, except end verticals. BOT CHORD 2x4 DF 780DF 1.6E a 2x4 DF No.1&Btr or 2x4 DF -N 1800E 1.6E BOT CHORD Rigid ceiling directly applied or 1084 oc bracing. WEBS 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E'Except' WEBS 1 Rax at midpt BJ, C-1, D -H, A -K, E -G WB,W8: 2x4 DF Stud/Std recommends that Stabilizers and required cross bracing be installed dudrg to, trues era ection in ccordance with Stabilizer Irstallationuide. REAC17ONS. aslze) K=149510 -5-e (min. 0.1-10), G=1495/MecAtaniral MaxMHazK=-147(LC 4) Max Upfl tK-185(LC 5), G-200(LC 9) FORCES. (lb) - Max. Comp,/Max. Ten. - All faces 250 (lb) or less except when shown. TOP CHORD A-B=-lOB7//74, BC -122&r283, C -D- 1228/283, D -E=1288/244, A-K-1457YN3 BOT CHORD J -L-204!/98, 1-L-204/798. 1-M-131/983, H -M-131/983, H -N-100/817, N-0-100/817, G-0-100/817 WEBS BJ -577/180, B-1-238/763, C-1-7561297, 61-204/506, E -H-122/412, AJ- 174/1025, E-0-1497/193 NOTES. 1) Unbalanced rad live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=715mph (3 -secant gust) V(IRC2012)=91 mph; TCDL�4.2psf; BCDL=4.2psf; h=25%; Cat. 11; Ev C; endosed; MVJFRS (envelope) gable end zone; cantilever left ant right exposed ; Lumber DOL=1.33 plate grip DOL -1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconc4rrent with any other live bads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom dxxd and any other members, with BCDL= 7.0pst. 6) Refer to girders) for truss to truss connections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 b uplift at pint K and 200 lb uplift at joint G. B) This truss Is designed In accordance with the 20121dernational Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVIPI 1. 9)'Sem1-rigid pitchbreaks with Pored heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard 53-5 142-8 27-17-11 26-49 30-9-8 r e-5-5 7-9-3 7-9-3 44-15 4-415 ' LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) Vde6 tJd PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.80 Ven(LL) •0.17 G -H >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 RC 0.44 Veri(TL) •0.32 GH >999 240 BCLL 0.0' Rap Stresslm VES WB 0.51 Hou(TL) 0.03 G Na Na BCDL 7.0 Code IRC2012RPI2007 (Matrb) Wind(LL) 0.03 1 >999 240 Weight: 202 lb Fi=20°/ LUMBER- BRACING - TOP CHORD 2x4OF1800F1.6E or 2x4 OF No.i&Btr or 2x4 DF -N 1800F 1.6E TOPCHORD Sheathed on 4-10-700 purlins, except end verticals. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 18001'1.6E BOTCHORD Rigid ceiling directly applied or 10-00 oc bracing. WEBS 2x4 OF 1800F 1.6E or 2x4 OF NDA &8b or 2x4 DF•N 1800F 1.6E'Exow WEBS 1 Row at midpt BJ, GI, D -H, A -K. E -G WB,W9: 2x4 OF SWdGtd fATek recommends that Stabilizers and required am bracing be installed during buss erection In axardance with Stabilizer Installation quIcs. REACTIONS. (lb/size) K=1495105-8 (min. 04-10), G=149510echanical Max HorzK-147(LC 4) Max UpliftK-185(LC 5), G-200(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All faces 250 (Ib) a less except when shown, TOP CHORD A -B-1087/174, B -C -12212Th, GD -122&263, 6E-12aW44, A -K-14571200 BOT CHORD J -L-204/798, I -L-204!798, I -M— 983 131/, H -M-1311983, HN -100/817, N-0-1001817, G-0-100/817 WEBS 8J-577/180, B-1-238/763, GI -758297, D4-2(14/506, E -H-122/412, AJ -174/11125, E -G-1497/193 1) Unbalanced root live Wads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-4.2psf; BCDL-4.2psf; h-2511; CaL 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL=1.33 3) Provide adequate drainage to Prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live bads. 5) - This truss has been designed for alive load of 20.00 on the bottom chord In all areas where a rectangle 3-60 tall by 2-0.0 wide will to between the bottom chord and any other members, with BCDL = 7.Opsl. 6) Refer to glyder(s) for muss to truss connections. 7) Provide mechanical connector, (by others) of buss to bearing plate capable of withstanding 185 lb uplift at Joint K and 200 Ib uplilt at Joint G. 8) This truss Is designed In accordance with the 2012 International Residential Gods sections R502.11.1 and R802.10.2 and referenced standard ANSVrPI 1. 9) "Semi-rigid pitchbtoaks with fixed heels" Member end fixity model was used In the analysis and desgn of this truss. LOAD CASE(S) Standard Special .................30.9-.,,,.w,,, , 65-5 7-9-3 21-11-11 2649 30.8-8 65-5 7-9-3 7-9-3 4-415 4415 LOADING (psf) SPACING- 2-0-0 CSI. DER. in (hc) Vdi Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.80 Ved(LL) -0.17 G -H >999 360 MT20 220/795 TCDL 7.0Lumbar DOL 1.15 BC 0.44 Vert(TL) -0.32 G -H >999 240 BCLL 0.0 ' Rap Stress Ina VES WB 0.51 Horz(TL) 0.03 O We We BCDL 7.0 Coda IRC2012/rP12007 (Matrix) Wind(LL) 0.03 1 >999 240 Weight: 202 to Fr=20% LUMBEP, TOP CHORD 2x4 DF 1800F 1.8E or 2x4 DF No.18Btra 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 18WF 1.6E a 2x4 DF No.188tr a 2x4 DF -N 1800F 1.6E WEBS 2x4 DF 1800E 1.6E a 2x4 DF No.18Blr or 2x4 DF -N 18WF 1.6E'ExcepV W8,W9: 2x4 DF Stud/Std REACTIONS. (Ibrsize) K=1495A0-5-8 (min. 0-1-10), G=1495M1echanicel Max HoaK-147(LC 4) Max UPIRK-185(iC 5), G-200gLC 9) BRACING - TOP CHORD Shealheda41O.7ccpurlins, exceptendvemcels. SOT CHORD Rigid ceiling directly applied or 10-0.0 oc bredng. WEBS 1 Row at midpr BJ, GI, D -H, A -K EG Mrrek recommends that Stabilizers and required cross bracing be Installed during truss ereceon in accordance with Stabilizer Installa8on ukla. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or loss except when shown. TOP CHORD A -B-1087/174, BC -1228@63, C-D-122Br283, 0.E- 1285✓244, A.K-M7M3 BOT CHORD J -L_ 204f/98, I -L=204"98, 1-M-131/983, H -M-131/983. H -N-100/817, NO -100/817, G0=-100/817 WEBS 0J=577/180, 8-1-238/763, C-1-758/297, 13-1-204/508, E -H-122/412, AJ -174/1025, E -G -1497/193 NOTES - 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7.10; Vult=115mph (3 -second gust) V(IRC2012)=g1mph: TCDL_4.2psf; BCDL-1.2psF h=25fr; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever lett arc right exposed ; Lumber DOL -1.33 plate grip DOL --1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live had norconcurrem with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will It between Bre bottom chord and any other members, with BCDL = 7.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of from to bearing plate capable of withstanding 185 to uplift at Joint K and 200 Ib uplift at mint G. 8) This truss is designed in accordance with the 2012 International Reskhmia(Code sections R502.11.1 and RBD2.1 O.2 and referenced standard ANSVTPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard CC01 W 1 rru LOADING( SPACING- 21}O CSI. DEFL. in (bc) pde8 Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 7.15 TO 0.86 Ven(LL) -0.09 F -G >8� 360 Mf20 220/195 TOOL 7.0 Lumber DOL 1.15 BC 0.28 V. TQ) -0.19 F -G >899 240 BCLL 0.0 ' Rep Stress Inc, VES WB 0.56 Horz(TI.) 0.00 F n/a Na BCDL 7.0 Cade IRC2012/fP12007 (Matrix) Wind(LL) 0.02 G >999 240 Weight: iIII lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btr or2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 3-1.0 cc purlins, except end verticels. BOT CHORD 2x4 DF i800F 1.6E a 2x4 DF No.1&Btr or 2x4 DF -N iWOF 1.6E BOT CHORD Rigid calling directly applied or 10-0.0 oc Mating. WEBS 2x4 DF 1800F 1.6E o 2x4 DF No.1&BU or 2x4 DF -N 1BOOF 1.6E'Except'MTek recommends that Slahinvers and required cross bracing be installed during W2,W 7:2x4 OF SNd/Sttl truss erec8on, in accordance with Stabilizer Installation guide. REACTIONS, (lb/size) 1=841/0-3-0 (min. 0-1-8), F=841A3-6 (mhu 0-1-8),(min. 0-1-8) Max Horz 1-14(LC 4) Max UpliMl-164(lC 6), F-166(LC 9) FORCES. (lb) - Man CompJMax. Ten. -All faces 250 (1b) or kas except when shown. TOP CHORD A-1-768/190, A -B-702/109, &C-977204, C -D-1003/214, D -E}7051110, E -F=767/193 BOTCHORD G-H—gM1 WEBS A-H-121/815,&H=1004/d17,C-H-202/652,C-G-2131696,[)-G-10391330,E-G-721/609 NOTES - 1) Unbalanced roof live bads have been considered to this design. 2) Wind: ASCE 7-10; VUR=715mph (3second gust) V(IRC2012)=g1 mph; TCDL=4.2psf; BCDL-4.20; h=258; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL=1.33 3) Provbe adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live bad nonconcurrenl with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-63 tall by 23-0 wide will R between the bottom chord and any other members, with BCDL=7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capabie of withstanding 164 lb uplift at joint I and 166 Ib uplift at joint F. 7) This truss Is designed in aCWrdarroa with the 2012 International Residential Code sections R502.11.1 and R802.70.2 and referenced standard ANSVrPI 1. 8) "Sem!-rigb pitchMeaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard uy PN 17.OM12T CJ01 Diagonal Hip Girder 1 LOADING (PSO TCLL 35.0 SPACING- 2.0-0 CSI. DEFL. In floc) /deft Ud TCDL 7.0 Plate Grip DOL Lumber DOL 1.15 1.15 TO 0.35 Vert(LL) -0.11 FG >999 360 BCLL 0.0 ' Rap 3ires8locr NO BC 0.95 WB 0.63 VeH(R) -0.18 FG >940 240 BCDL 7.0 Code IRC2012/rP12007 (Matrix) FIMUL) Wind(LL) 0.02 F 0.12 FG Na >999 Na 240 LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 1 BOOF 1.6E BOT CHORD 2x4 DF 1800F 1.6E W 2x4 DF No.1&Btr ar 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std'Except' W 1:2x4 DF 1800E 1.6E or 20 OF NOA&Stn or 2x4 DF -N 1800F 1.6E REACTIONS. (INshe) 1=144768.13 (m1n. III F=1915lMechallocl Max Naz 1=57(LC 8) Max UPlifil-558(LC 8), F-1134(LC 8) PLATES GRIP MT20 220/195 MT20HS 165/M Weight: 9016 FT=20% BRACING - TOP CHORD Sheathed W 4-7-8 oc purlins, except end verllcals. BOTCHORD Rigid ceiling directly applied or 6-7-5 oc bracing. WEBS 1 Row at midpt E -F, D -F MITek recommends that 111, 1 1 1, antl required cross bradng be Installetl tludig truss erection in acmrdanca wth Stabilizer Installation guide. FORCES. 0b) - Mex. Comp./Max. Ten. -Ail forces 250 (Ib) or less except when shown. TOP CHORD 8.1-1396564, BG -1900/783, PD -1302/530 BOT CHORD W-409/272, Jot -409/272, H -K-409/272, H -L-933/1561, L -M-933/1561, M -N-933/1561, G -N-933/1561, GO -616/1062, 0-P-61&1062, P-0=616/1082, F Q-616/1062 WEBS B -H-532/1355, GH -1961261, CG}597!,180, 0.G=860/1426, D -F+1657/961 NOTES - 1) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) V(IRC2012).91 mph; TCDL-t.2psf; BCDL=4.2psf; h=25D; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL=7.33 plate grip DOL=1.33 2) At plates are MT20 plates unless otherwise Indicated. This these has been V, load e leads. 4j This these has beendesigned for forr a live load of 2o.opsf I the bottom chhordrIn all areas nwhere ay other 1 r/ectangle 3.6.0 tall by 2-0-0 wide Wit fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to Truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wtbetandirg We to uplift at joint I and 1134 lb uplift at joint F. 7) This truss Is designed In accordance wfth the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVPPI 1. 8) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this Truss. 9) Hangers) or other connection devlco(s) shall be provided sufficient to support concentrated load(s) 10416 drnm and 8516 up at 3-0.6, 7216 down and 89 to up at 4-1-12 13916 down and 137 lb up at 6.6-10,262 Ile doom and 15516 up at 7-0-10, 20916 down and 183 lb up at 8-11-71 413111 dein and 21916 up at 10$14, and 27610 down and 2271b up at 114-5, and 349 Ib dovn and 2651b up at 13.9-2 on bottom chord, The design/selectbn of such connection devices) Is the responsibility of otters. 10) In the LOAD CASE(S) section, bads applied totie face ot the truss are noted as front (F) w back (B). LOAD CASF-(S) Standard 1) Dead Roof Lim (balanced): Lumber Increase= I5, Plate Irwrease=1.15 Unflorm Loads (pt) Van; A -B-84, B -E-84, F-1-14 Concentrated Loads Ile) Vert: J=104(8) K=415(F) L -139(F) M=262(8) N -209(F) 0=413(8) P -276(F) O=349(F) �17-092012T C101A WI LOADING (Q SPACING- 2-" CSI. DEFL. In (Ole) Weil Ld PLATES GRIP TCLL 35.0 Plate Grip DOL 1.16 TC 0.49 VeI'LL) •0.06 FG >999 360 MT20 220/195 TCOL 7.0 Lumber DOL 1.16 SC 0.74 Verl(TL) 10.10 FG >999 240 BCLL 0.0' Rep Stress lrcr NO WB 0.83 Horz(TL) 0.01 F Na h/a BCDL 7.0 Cade IRC2012RPl20D7 (Matrix) Wind(LL) 0.06 F -G >999 240 Weight: 75 lb IT=2009 LUMBER- TOP CHORD 2(4 OF 1800E 1.6E or 2x4 DF No. I&Btr or 2x4 DF -N 1800F 1.6E BRACING - TOP CHORD Sheathed or 5S9 cc, purlins, except end veNrals. BOT CHORD 2x4 DF 1600F 1.6E a 2x4 OF No.i&Btr or 20 DF -N 180OF 1.6E BOT CHORD Rlgid ceiling directly applied or 7.11-2 oc bracing. WEBS 2x4 OF SaxllStd Mr-ek recommends that Stabilizers and required cross bracing he Installed tludrg truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=11460-8-13 (min. (M-8), F=1657/Mechanical Max Hors t=304(LC 23) Max Upllfll-414(LC 8), F-959(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B-1-1104/424, 9-C-1368/534, GD -966/373 BOT CHORD IJ -291/140, HJ -291/140, H -K-678/1117, K -L 678/1117, G-L=678r1117, G -M= -054f/82, M -N-454/782, N-0--454082, F-0=454/782 WEBS B-1-1-391/1047, OG -400/267, DG -610/1(15, D -F-12281714 NOTES 1) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) V(IRC2012MImph; TCDL-4.2psl; 13CDL=4.2pst; h=2,59; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumbar DOL --1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live [Dad nonaxcurrent with any other live loads 3)' This truss has been designed or a live bad of 20.0ps1 on the bottom chord in all areas Where a rectangle 3.00 tall by 2-M wide will 6l between the bottom chord and any ober members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 414 lb uplift at Mnl I and 959 It, uplift at joint F. 6) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI7TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity modal was used in the analysis and design of this truss. 8) Hanger(s) a other connection deNce(s) shall be provided sufficient to support concentrated bed(s) 10416 dam and 85 It, up at 36-6, 72 Ib down and 8911, up at 41-12, 13916 down and 137 lb up at 6-6-10, 26216 down and 155 lb up at 7-1-10, 209 It, down and 18316 up at 8.11.7, and 418 Ib down and 214 lb up at 10-8-14, and 290 ib down and 226 Ib up at 11-4-5 on bottom chord. The designtselecllon of such connection devices) is the responsibility of others 9) In the LOAD CASE(S) section, bads applied to the lace of the truss are noted as front (F) Or back (B). LOAD CASE(S) Standard 1) Dead. Roof Live (balanced): Lumber Inaea 1.15, Plate Increase=1.15 UnBam Loads (pf ) Vert: A4B-84, B -E-84, F-1=14 Concentrated Loads (Ib) Vert: H -65(B) J—iD4(F) K-139(0) L -262(F) M-209(8) N=418(F) 0-290(8) I ores Type LOADING, SPACING- 2.0.0 MILL 350 Plate Grip DOL 1.15 CBI.TCDL 7.0 Lumber DOL1.15 TC 0.21 SC BCLL 0.0 ' Rep Stress Incr NO 0.51 BCDL 7.0Code IRC20122,TP12007 W6 0.54 (Metrix) LUMBER - TOP CHORD 2x4 DF 1800F 1.8E M 2x4 DF NO.IBBtr or 2x4 DF -N 1BOOF 1.8E BOTCHORD 2x4 DF 1800F 1.6E a 2x4 DF No.1&Btr or 2(4 DF -N 1800F 1 WEBS 2x4 DF Stud/Std .8E REACTIONS. (Ib/eize) F-103WMachan1011, 6=1007!07-e (min. 0-1-8) Max Haz B238(LC 23) Max UPIiftF-47511-C 8), B=-337(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) a less except when shown. TOP CHORD BC -1475499, C -D= -973f322 BOTCHORD B-1-612/1238, H-1=612/1238, HJ=61PJIM. GJ -612/1238, G -K=393/825, F -K=393(825 WEBS GG -459/244, DG=399/848, D -F-1151/548 NOTES. 1) Wind; DEFL. Ven(LL) In -0.04 Qoc) G -H Well �9gg Ud 380 PLATES GRIP PLAT GRIP Ven(TL) -0.06 G -H = 240 5 HOMFL) 0.02 F Na Na Wind(ILL) 0.04 G -H x999 240 Weight: 60 lb FT=20% BRACING- TOPCHORD Sheathed or 6-5-g oc purlins, except end verticals. BOTCHORD Rigid calling directly applied or 8-414 oc bracing. MRek recommends that SIahlM I and required cross n acbradrg be Ins lalletl durirg imss ere(llon Imrdarwe wllh,z aNllzer Installation uids. Ir Vu DOL --1.33 (3-secontl gust) V(IRC2012).�1mph; TCDL--4.2psG BCDL=4.2psf, h25fl; Cat. II; Exp C; endorsed; MWFRS (envelope) gable anti zone; camilever Ieil and fight ex Trip DOL -1.33 9n designed to a 10.0 psi bottom chord live bad nonconcurrem with any other live bads. 5 exposed ;Lumber Wn designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tell by 2-0-0wide will til between the bottom chord and oche for truss 10 truss connections. ss truis desigi x-dgs pltchbr ler(s) or other 9) In the nedlon (by Others) of truss to bearing plate capable of withstanding 4751, uplift at Prat F and 337 lb uplift at joint B. MY r members. In accordance with Ma 2012International Residential Code sadtone R502.11.1 and 880210.2 anti referenced standard ANSUIPI 1. ;with foxed heels" Member end fixity model was used in the analysis and design of this truss. Endnec24 lb down shall be proVilb up at suffi,9-6, arid to support concentrated loads) 40lb down and 38 lb up at 2-9-8,40 lb down and 3816 up at 2-96, 1371, down and 9316 up at 5-7-7,137 to down and 24216 down and 138 othe up at BSB, ars 242 Ib down and (F) or up at 8-56 on bottom chord. The desigNselection Otsuchconnection devbe(s) Is the resaxisiNxrvnt robe section, loads applied to the face of the truss are rested as Iraa (FI or back IB). xlal aiantlam 1) Dead+Roof Live (balanced): Lumber Irxlrease=1.15, Plate Increase=1.15 Uniform Loads (pip Vert: A -E-84, B -F-14 Concentrated Loads (1b) Vert: 1-711 E -36)J -273(F-137, B-137) K -483(F-242, B-242) 17-092012T .1.9-10 3-6-2 T-g.g 1-9-10 3.6-2 3-6-2 ware unsex DEF-. In (bc) lMefl l/d PLATES GRIP LOADING (pst) SPACING- 2-0-0 CSI. TC 028 Ved(LL) -0.01 E -F x899 360 MT20 220/185 TCL- 35.0 Plate Grip DOL 1.15 BC 0.14 Verl(1L) -0.02 E•F >999 240 TCD- 7.0 Lumber OOL 7.15 R�6yreys lncr NO WB 0.17 Harz(TL) -0.W E Na Na E 240 Weight: 41 lb FT=2D% BOLL 0.0' IRC201111P12007 (Matdx) Wind(LL) 0.01 -F X999 SCOL 7.0 Code LUMBER- 1800E t.eE OF 1800E 7.6E or 2x4 DF No.t&BU a 2x4 OF BRACING- TOPCHORD Sheathetla6a0 ac purlins, except end verticals Rigid ceiling directly applied or 160000 bracing. TOPCHORD 2x4 OF 1800F 1.6E or 2x4 OF NoA&Btra 2x4 DF -N 1800E 1.6E BOT CHORD that Stabilizers antlrequired crossbratlngbe installedduring BOT CHORD 2x4 WEBS 2x4 DF SIUNSb MiTekre mends ,,a erection, in awed,,,, wlih Stabliber Installation uide. REACTIONS. (lb/size) G=62M-8-13 (min. 61.8). Ems` MKhsMml Max HorzG=191(-0 8) mm UpIi6Ga173ILD 8). Em039(LC 8) FORCES, CHORDG C -08f ) Map91, &C=b23r149 � 250(lb) or ism except when shown. TO BOTCHORD F -H=235385. H-1s2353B5, E-Is235r385 WEBS B-F-70MB, C -E-4611266 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3.semM gust) V(IRC2012)�1mph; TCDL,4.2PsI; BCDL-4.2pst; h-25ft; CBL Il; Exp C; erd sed; MWFRS (envelope) gable end zone; cantilever lett and right ex ;Lumber COL =1.33 plate gdP OOL=1.33 2) This Vuss has been designed to a 100 psi bottom chord INe bad nonaxxxlrrent wshanty otMr Ihre batls. 3)' This truss has been tlesigned for a IIUE loatl of 2f1.Opst on the bottom chord In all areas where a rectangIs 3-8-0tall by 2-0-0 wltle will til between the bottom cFwrtl and any other members. 4)Reter to girtler(s) for Vuss to truss cenneciions late ca ble of wllhstandi 1731bu lltt at pinlGarW 3391b upllB at Joint E. 6) Provbe mechanbal connection (by others) of Vuss to bearing p pa ^9 P 6) This truss Is designed in eaordarxe wsh the 2012 IMerratbnal Rea 31 Cale seabns R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. 7)"3em4dgdpitchbrn :fixed Me6"Memberend 11My model was used Inthe analysis and design of this truss. . ... �. ..,.xwe.nmd,�md mnce!Nasw loatl(s)1271b dvxn and 9616 up at 36.6. and 721b davn antl 0916 up at 4-1-12, and 14616 downaM 1311b opal 1 election of such connection dewce(s) Is t loads applied to the lata of the truss are LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.15, Plate Inaeasa�1.15 Unworm Loads 011) Vert: A -B-84, B-D�4, E-Ga14 Concentrated Loads (Ib) Vert: F -127(B) H=.M(F)1:1467) LOADING (psQ TCLL 35.0 Al SPACING. 2.0.0 Plate GripDOL 7.15 CSI DEAL. In (loo) VdeB Ud TCDL 7.0 BOLL 0.0 ' Lumber DCL 1.15 Rep TO 0.32 BC 0.21 Vert(LL) -0.04 Ven(TL) -0.07 U >999 360 PLATES GRIP MI20 220/195 BC 7,0 Sbess Inc/ NO Code IRC2012/iP12007 WB 0'� HOUR) 0.02 U �99g 240 M Na Na LUMBER- (Matrix) Wind(LL) 0.03 U i9gg 240 WeIgM: 7871b FF 20% TOPCHORD 2x4 DF 1800F 1.6E or 2x4 OF No.I&Btr or 2x4 DF -N 1800F 1.6E BOTCHORD 2x6 OF 1800F 1.6E or 2x6 DF BRACING. TOP CHORD Sheathed SS WEBS 2x4 OF 1800F 1.6E a2x4 OF No,l&Bb or 2x4 )F -N 18WF 16E'Excet' BOT CHORD w 6-0-0co purlins, excerpt end vertical, Rigid ceiling directly applied or to-"oc W16,W13,Wl1,W8,Wg,WI5,4V12,W10,W14:2x4 OF Stud/Std p WEBS bracing. 1 R at midpt ES,G-O REACTIONS. (INsiza) A-139lbU.5-8 (min. 0.let), 0=389(1/00.8 (1in.0-2-1),M=3441r05-6 (min.C•1-15) Max H017A292(LC 5) Max UPI6tA-245(LC 27), O---5WLC 8), M-465(LC 13) Max GravA=1417(LC 19), Q=3M(LC 1), M=3650(LC 20) FORCES. (lb) -Max CompJMax Ten rno.......... ... .... ___ _ . • I forces 250 (Ib) 0r less excel when shown BOT CHORD WEBS 131297, E -F-633212, F-0-692212, G -H-60/541, H-1=,821729, I.I.-492/419 38/1194, T -X- 266/1194, T -Y=232/663, S -Y}232/863, SZ -126287, R -Z-128/287, '2501330, O -P -193H326, N -X211/1506 6, D-7-753320, E -T-243/621, ES=640209, FS -1656/179, GS -245/1157, 589.J -P-19751"' , J-0-292/1989, KI -226/1512, K-0-1162/194, L -N-3422426 K�_ 1) [•py Truss to be connected together with 10d (0.131'M4") nails as follows: Top chords connected as follows: 2x4 - 1 row. at 0.9-0 oc. Bottom chords connected as ldia' :2x6- 2 rows staggered at 0.2.0 m. Webs conceded as f011owrs: W. 1 row. at 0-e-0oc. 2) All loads are consldered equally spoiled to all plies, except it noted as front (F) or bad, (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) M (B), unless oMarwise 1ndbated 3) Unbalanced rod INe loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=715mph (3 -second gust) V(IRC2012).g1mph; TCDL-4.2ps1; BCOL-4.2W; h25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end 6) Provide a^lever left and right exposed ; Lumber DOL=1.33 plate gnp DOL --1.33 8) Thls suss ^de uate nr greleE fore9 110.0 pe"c"pontlem cMrtl live laatl rho; w0ncurren wM any other Iiv bads. 7)' This truss has been tlesigrced 1w a li a load d 20.Opst or the bdtom chard In all areaa where a redatgle 3-6-0tall by 2.0.0 witle will id behveen the boliom lard aM any other members, with BCDL= 7.Ops1. B) Pr°vV mecnanioal connection (by others) 01 truss to bas nrg plate capable of withstanding 245 Ib upllfl at Joint A, r2 al uplm at )Dirt O and 4651b uplift at Joint M. el This truss H designed in accordanee with iha 2012 IMernatbnal ResbenV Coda sedbne 8502.11.1 and 8802.10.2 aM refererlcetl standard ANSUfPI 1. 10) "Sera pitehbrealcs wit^ load ^eels„ Member end fixity motlel was used In the analysis and des1 d this 21 11) Flercger(s) or other connedlon,kvlce(s) stall be proNded suHiden to sol bu pat 4311-120n b01tom dwrtl. ThetlaslgNseleclbn dsuch connedio LOAD CASE(S) Standard 1) Dead ♦ Roof Live (balanced): Lumber Incmaae=1.15, Plate Increaze-_1.15 Uniform Loads (plf) Vest: A -E-84, E -H-84, H -L--34, A -M-14 Concentrated Loads (Ib) Vert: N -,894(F) AC -470(F) up at 41-71-0, and 4701b dmn and 331b 1 �17-092012T ID02 LOADING (psf) SPACING- 240 CSL TCLL 35.0 Plate Grip DOL 1.15 TC 0.44 TCDL 7.0 Lumber DOL 1.15 13C 0.64 BCLL 0.0' Rep Stress lna VES WB 0.96 BCDL 7.0 Code IRC2012/rPl2(1D7 (Matrb) LUMBER - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Eftr or 2x4 DF -N 1800E 1.6E 8OT CHORD 2x4 DF 1800E 7.6E or 2x4 DF No.18Btrar 2x4 DFN 1800E 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF Ne.18Btror 2x4 DF -N 1800F 1.6E'ExcePe WIo,W11,W9: 2x4 OF ShWSW REACRONS. (lb/size) B-154&05-8 (min. 0-1-11), M2983g-3-8 (min.0,"), K=53/0.5.8 (min.0-1-8) Mex Hoa B�(LC 8) Max UplifrB-279(LC 8), M=-423(LC 8). K=401(LC 19) Max Gra,B=1560(LC 19), M�983(LC t), K-173(LC 5) FORCES. (Ib) - Max Comp/Max. Ton. -Allforces 250(lb) or lessexcept when shown. TOP CHORD B-Cs2214f358, C-D}1940G71, D -E-1280 S, E-F-94g/P94, F-G}74M", G-H=13M BOT CHORD B -P- 49511725, P -Q=319/1355, O -R-319/1355, O.R-319/1355, O-5=-212/755, NS=21 WEBS CM --5 43m ID-P—I3 0 20. D-0-74123. E-0-33/2, F. 196/518, F -N=-010/256. NOTES - i) Unbalanoetl roof live bads have been corcelderetl for this design. 2) be ASCE 7-10; Vuft' 5mph(3-sacend gusq V(IRC2012)�1mph;TCOL�}.2ps1; DCL=1.33 plate grip DOL^7.33 3) provide adequate drainage to prevent water ponding. 4) This truss has been tlesigned for a 10.0 psf bottom chord INe bad rorxloncurreM Rh 5)' Thls truss has been designed for a live load of 20.Opst on the bottom chord In all ar 6) Provbe mechanical connection (by others) M truss to beanng plate capable M wehsta 7) ThH truss is designed in accordance with the 2012 international Residential Cade 8)'Semi-rigid p8chbreaks with tized heels" Member end lix8y motlel was used in int an LOAD CASE(S) Standard DEFL. In (be) I/defl L/d PLATES GRIP Verl(rtLL1) -0.53 M -N >761 360 MT20 2201196 Verr(TL) -0.84 M -N >474 240 Horz(TL) 0.05 M Iva Na Weight: 28916 FT=20% Wind(LL) 0.06 &P >999 240 BRACING - TOP CHORD Sheathed or 445 ac purlins, except end vedicals. BOT CHORD RUld ceiling directly applied or 640 ec bracing. WEBS 1 Row at mldpt D -O, FN, G -M, H -M, I -M Mirex recommei 0'o Stabilizers and required cross bracing be ImWal ed dudng trusserectlon inaccordanre with Stabil¢er lnstellatbn aide. 199, G -M= 17341418, H-M=800I10, BCDL-4.2pst; h=2511; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end one; cantilever tell and f1ght exposed; Lumber any otirer live bads. ndirig 2791b upllfl a joi�M b uplift 8,423nd 401 jodwrd and any other members, with BCDL=7.Opsi. 1b upi t at joint M a seMlons 8502.71.1 and 8802.10.2 and referenced standard ANSUrPI 1. clysis and design of this Wss. Type 1-8-0 LOADING (psf) SPACING- 2-00 TGO 350 TCDL 7.0 Plate Grip D0L 1.15 Lumber DOL 1.76 �I' TC 0.57 DEFL. In Vert(LL) -0.20 (loc) Weil Ud T PLATES GRIP BCLL 0.0 ' BCDL Rap Stress Irwr VES BC 0'53 WB Vert(TL) -0.37 -V �ggg 380 T -V 22999 240 MT20 220/195 7.0 Code IRC2012RP12W7 0.76 (Matrix) H=(TL) 0.13 P Na Na LUMBEq• Wlnd(LL) 0.08 V >9gg 240 Weight: 33311, FT=20% TOP CHORD 2x4 DF 18WF 1.6E 12x4 DF No.1&Bir w 2x4 DF -N 18WF 1.6E 1307 CHORD 2x4 DF iBWF 1.6E w 2x4 DF No.1&Bb BRACING. TOP CHORD or 2x4 DF -N 1800E 1.6E WEBS 2x4 DF 18WF 1.8E or 2x4 DF No.I&Btr 12x4 DF -N 18WF 1.8E `Except, W73,W11,W74,W72,W7g,W18,W77,W16,W76:2x4DFStudSld SOT CHORD Sheathed or 33-10 on purlins, end veUcW& Rigid calling directly applied , .63.0 oc bracing.. E oapt: IRow at mldpt 1-11 WEBS 1 Row at midpt F -T, K -P, L -P, H -R 2 Rows at 19 pts ILP REACTIONS, (INsize) 8=139&0.53 (min. 0-1.8), P.3571A3-S (req. 03.13), N-494/0.53 (min. G•13) Max HorzB—�09(lC MiTek remmmarps ibat 31aNlb:ers arM requbad onra bracing be Installed dudng turas erection In accordance wdh SZNMllssr Installation 8) Max UPIIItB-239gLC 8), P—W4(LC 8), N-846(LC 19) guide. Max GMM B=1411(LC 19), P=3571(LC 1), N=273(LC 5) FORCES. (ib) - Max. C11p./M1. Ten. - All races 250 (lb) or less except when strown. TOP CHORD BC=1833/253 C4)—.368 BOT CHORD WEBS M -N -2529W 1 1/832, D -E-2441/478, E -F=1998375, F-G=-1107F2L0, G -H-027239, J -K=18011026, K -L-22811332, L -M=216/824, S -Z—.153/1399, P-Aq-6651181, GAA=8651181, W -X-9169729, V-W=-%gM57, V -AB -313/1313, U -AB -313/1313, T -L1-313/1313, T -AG -165313, SAC -155513, S -AD -165316, R -AD— 165315, D -X-769/1281 E -V=686310, F -V-1591/01, F -T-875359, H -T-232754, 1-1=212/1241, J -P=1888/445, K -P-1100/89, L -P -814Y265, L -O-81/559, Mme -618220. C-94,319, GX=-048/1634, X -Z-474/1432, P -R-256/149, H -R=1785266, E -W-174960, D -W-1253375 been considered for this design. (3 -second gust) V(IRC2012).gt mph; TCDL=4.2ps1; BCDL=4.2psf; ,=25ft; Cat. 11; ExP C; enclosed; MWFRS (envelope) gable end zone; cantilever lett and right exposed ; Lumber `Vent water polling, LOAD CASE(S) Standard ve bad nonconcurnmt with any other live bad, the bottom chord In ail areas where a rectangle 340 tall by 2d0 wide will fa between the bottom child and i Input bearing size, ng plate capable of withstanding 239 lb uPldt M Joint B, 5841b uplift at joint P and 84611, uplift at joint N. Tonal Residential Code sections H502.11.1 ant 11802.10.2 and referenced standard ANSI/TPI 1. model was used In the analysis and design 1 this buss. 17-D92(1127 Type LOADING (psf)SPACING- 2-" CT! 0.24 TCLL 35.0 Plate Grip DOL 1.15 TC Lumber DOL 1.15 LL 0.0 BC 0.37 13C 13CL ZD Re Stress lror YES WB 0.20 BCDL 7.0 • Code IRC2012/IP12007 (Mati1x) LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E WEBS W1: 2x6 DF 18DOF 1.6Std E or 2x6 DF SS WEDGE Right: 2x4 DF Stud/SW REACTIONS. (Ibreiza) A=a46M1echanlcal, A=8461v1echanical, E=84610-" (min. 61-8) Max Horz A-153(LC 6) Max Upli",l52(LC 8), E-151(LC 9) FOR250 lb) or less hen TOPCHORDS. ) A-9-12230/236,B-C='9OO/1193,GD=-897/192,D-E--1 9w6122gshown. BOTCHORD A-F-23MME-F--122/921 WEBS B -F=369/217, D -F— 342F205, C -F-861507 BRACING - TOP CHORD Sheathed ar 5-9-13 oc Purlins. BOT CHORD Rigid calling directly applied or 1600 oc bracing. truss ereciionmin aS u laic ntMwzeis abi i,equzer netallatlon s d� be metalled during NOTES- right posed; 1) Unbalanced roof live bads have been considered for this design. MWFRS (errvelc able end zone; camilever left and r M ex ;Lumber 2) Wird: ASCE 7-10; Vuti=115mPh (3 -second gust) V(IRC2012)�1mPh; TCDlr4.2psi; BCOL712psf; h�5f1; Cm. I1; Exp C; erwiosed; Iii 9 D0L=1.33 plate grip DOL -1.33 hord live load nonconcuneal wile any other 3) This truss has been designed for a 10.0 pat bottom crectangle 3-8-0tall b/ 2-0-0 vAde will l8 between the bottom chord and any ether members. loads 4) - This truss has been designed for a live load of 2D.Opsl on the bottom chord In all areas where a re 5) Refer to girder(s) for truss to truss connections.and 6) Provide mechanbal conreaion (by others) of truss to bearing plate capable of w8hslandhe 1521.1 uplift at (Rico A 0.2 151 Ib referenced a holm 7) This truss k designed in accordance With the 2012 International Residential Cade sectbns 8502.1 1.1 aril R802.10.2 and referenced standard ANSUIPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end tixiry, model was used in the analysis and design of this truss. LOAD CASE(S) Standard DEFL. In (bc) Udell Vd PLATES GRIP MT20 220/19.5 Vert(LL) -0.10 A -F x999 360 Ved(TL) -0.21 A -F >988 240 Hor2(rL) Wind(LL) 0.03 E 0.03 A -F Na >999 We 240 Wel M: 7816 FT=20Y g BRACING - TOP CHORD Sheathed ar 5-9-13 oc Purlins. BOT CHORD Rigid calling directly applied or 1600 oc bracing. truss ereciionmin aS u laic ntMwzeis abi i,equzer netallatlon s d� be metalled during NOTES- right posed; 1) Unbalanced roof live bads have been considered for this design. MWFRS (errvelc able end zone; camilever left and r M ex ;Lumber 2) Wird: ASCE 7-10; Vuti=115mPh (3 -second gust) V(IRC2012)�1mPh; TCDlr4.2psi; BCOL712psf; h�5f1; Cm. I1; Exp C; erwiosed; Iii 9 D0L=1.33 plate grip DOL -1.33 hord live load nonconcuneal wile any other 3) This truss has been designed for a 10.0 pat bottom crectangle 3-8-0tall b/ 2-0-0 vAde will l8 between the bottom chord and any ether members. loads 4) - This truss has been designed for a live load of 2D.Opsl on the bottom chord In all areas where a re 5) Refer to girder(s) for truss to truss connections.and 6) Provide mechanbal conreaion (by others) of truss to bearing plate capable of w8hslandhe 1521.1 uplift at (Rico A 0.2 151 Ib referenced a holm 7) This truss k designed in accordance With the 2012 International Residential Cade sectbns 8502.1 1.1 aril R802.10.2 and referenced standard ANSUIPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end tixiry, model was used in the analysis and design of this truss. LOAD CASE(S) Standard ter= y: LOADING (I SPACING- 2.0.0 TOLL TCDL 35.0 7.0 Plate GrIP DOL 1.15 8CLL 0.0 ' Lumber DOL I 1.15 BCDL 7.0 Rep Stress incr YES Mi20 220/195 Code IRC2012/1PI2007 ,rasa type Rod Spedel CSI. TC 0.68 BC 0.57 WB 0.69 (Matrix) LUMBER - TOP CHORD 2x4 DF 1800F 1.8E ar 2x4 DF No.1681r or 2x4 DF -N 1600E 1,6E BOA ORD 2x4 DF 18OOF 1.6E or 2x4 DF N0.18Btr m 2x4 DF -N 1 BOOF 1.SE'Excapt- WB, WS,Wg: 2x4 OF Shk/Std REACTIONS. (IMsize) 8=2/41/0-5-e (min.D.2-5),J=2028/M,, antral I Horz 8=312(LC 8) Max UPIiftB=-375(LC B), J -29I 9) FORCES. (Ib) -Max. Comp./Max, Ten. - All faces 250 (Ib) or less except when shown. TOP CHORD B-0-13212/523, C -D -2927/537 D -I E -F -1761/432 F -G-151&370, G -H}26436, H-1-2761139a15,BOTCHORD 8-P-62925, P-0-447/2171, O=-047/2771, O•=WpJ-K-219/1992 ,-61793, N -T -267 M -T}264/ 1793, H-K-16f WEBS C -P— 344Y23q D -P-11 Br520, 00=740/336, E-0-114/763, F-0-364/224, F-N�Y275, F -M-779/236, G -M-102/424, K -M=164/7561, GK 962, INOTES• 7-10; truss has beer s truss has bes r N girder(s) to de metal plate de mechankal LOAD CASE(S) Standard been considered fW this design. (3 -second gust) WIRC2012)�1 mph; TCDL-4,2psf; BCDL=4 2psi; h=25ft; Cat. II; EXP C; enclosed; MWFRS (envelope) gable end zone; cantilever left and nght exposed ; Lumber want water ponding. a 10.0 =chord chord live load mm� mcunrem with any other live baits, r annections. e load of 20.Ops1 on the bottom chord In all areas where a rectangle s con3.60 tall by 20-0 wide will id between the Ia,wd and any other members, With BCDL=7.0psf. at bearing(s) J N support reaction eMwn —_,_/ u, 41 aero m oeanng plata capable of withstanding 3751b uplift at June B and 2921b uplift at joint J. rdance with the 20121nternational Residemlal Code sections RI 1.1 and R802.10.2 and referenced standard ANSVIPI 1. Axed heels" Member end tixity model was used In the one", and design of this truss. 235-8 6.03 28-5-11 359-8 6-0-341-9-8 404-0 8313 N:03.0 D3O :0-0-005-0 6'00 DEFL. In Vert(LL) 0.29 (lac) /dell Ud O -P >999 360 PLATES GRIP Ved(TL) -0.47 O -P >9gg 240 Mi20 220/195 Horz(rL)0.13 J Na Na Wind(LL) 0.08 B -P 1999 240 Welght: 2801b FT=20% BRACINO- TOPCHORD BOT CHORD Sheathed or 34-0m purlins, except end vedicels. Rigid calling directly applied& 10 O.0 oc bracing, Except 8-0-10 oc braclng: B -P 9 braa clng:O7, WEBS Raw at M D-0, F-01 F -M, G -M, HJ MITek ID 11111,1111 Nat Stabilizers and required sass Mating he installed during truss erect I In aarordance wiN Stabilizer Instillation ride. FORCES. (Ib) -Max. Comp./Max, Ten. - All faces 250 (Ib) or less except when shown. TOP CHORD B-0-13212/523, C -D -2927/537 D -I E -F -1761/432 F -G-151&370, G -H}26436, H-1-2761139a15,BOTCHORD 8-P-62925, P-0-447/2171, O=-047/2771, O•=WpJ-K-219/1992 ,-61793, N -T -267 M -T}264/ 1793, H-K-16f WEBS C -P— 344Y23q D -P-11 Br520, 00=740/336, E-0-114/763, F-0-364/224, F-N�Y275, F -M-779/236, G -M-102/424, K -M=164/7561, GK 962, INOTES• 7-10; truss has beer s truss has bes r N girder(s) to de metal plate de mechankal LOAD CASE(S) Standard been considered fW this design. (3 -second gust) WIRC2012)�1 mph; TCDL-4,2psf; BCDL=4 2psi; h=25ft; Cat. II; EXP C; enclosed; MWFRS (envelope) gable end zone; cantilever left and nght exposed ; Lumber want water ponding. a 10.0 =chord chord live load mm� mcunrem with any other live baits, r annections. e load of 20.Ops1 on the bottom chord In all areas where a rectangle s con3.60 tall by 20-0 wide will id between the Ia,wd and any other members, With BCDL=7.0psf. at bearing(s) J N support reaction eMwn —_,_/ u, 41 aero m oeanng plata capable of withstanding 3751b uplift at June B and 2921b uplift at joint J. rdance with the 20121nternational Residemlal Code sections RI 1.1 and R802.10.2 and referenced standard ANSVIPI 1. Axed heels" Member end tixity model was used In the one", and design of this truss. 17-02312T SVuclural Gable w2X4DFStud'M pat) SPACING- 280 cel' Plate Grip DOL 1.15 TC 0.35 TOLL5.0 RC 0.29 7.0 Lumber DOL 1.15 WB 0.04 00 ' Rap $Vela Ina VES 7.0 Code IRC2012/TP12007 (MaVlx) D 2x4 OF 1800F 1.6E or 2x4 DF No.1&BV or 2,4 DF -N 1800F 1.6E RD 2x4 OF IS00F 1.6E or 2x4 OF No.t&Btr w 2x4 DF -N IBODF 1.6E 2x4 OF SSxUStd 2x4 DF Stud/Sltl BRACING - TOP CHORD RigidSheathed or 680 oc puked BOT CHORD Rigid ceiling tllrecily applied or 1000 oc Oraclrg. truss erectlonminndacmrdaft nce wdhth SSYaNlizer IlnsWllatbroan bracing d Installed during REACTIONS. All bearings 2.6-8 except gWengill (lb)- Max HorzB3172(LC6) Max Uplift All uplift 100 to or less al joirt(s) B, D. I, G except J— 235(LC 8), F-237(LC 9) Max Gram All reactions 250 lb or less at jolnt(s) I, G except B-422(LC 1), D=422(LC 1), J=265(LC 15), F=26%l-C 16) FORCE& (Ib)-Mex.Comp.Mat.Ten.-Allfoross 250 (lb) or lass excepiwhen shown. TOP CHORD B -C-497/109, C -D-497/108 BOT CHORD R -J= -M53, IJ-2ar2M, H-1=26@53, G-H=Nil253, F-G—M53, D -F= -M63 NOTES- able end zone; cantilever left and right exposed ; Lumber 1) Unbalanced real live bads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=115mph (3 -second gust) V(IRC2012p51 mph; TCDL�.2psf; BCDL�.2psf; hQSfl; CaL It; Exp C; encbsed; MWFRS (envelope) g DOL --1.33 plate grip DOL --1.33 3) Truss designed for wind loads in the plane ct the term only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or conwil qualified bullding designer as per ANSVTPI i. 4) All plates are 1.50 MT20 unless 01138mise Indicated. 5) Gable studs spaced at 280 x. Atl fit 6) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrenl with any other Ilme loads.Mete e) - This fl ms has ben designed or We load of 20.0PSf truss M beaon plate dIn ot allhs ming ewhere re rectanb upliftgle j3-6-0 BI D ? 0- except (jt=lbl�J-235. F=237.bottom chord entl arty other members. 9) This truss Is designed in accordance with the 2012 International Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. t0) "SemFrlgid pitchbreaks with fixed heels' Member end fixity model was used In the analysts and design of this truss. LOAD CASE(S) Standard Udafl Vd PLATES GRIP DEFL. Ven(LL) In -0.01 (be) H >999 360 MT20 220/195 Ven(TL) -0.01 H >999 240 Horz(Ty Wlnd(LL) 0.00 0.00 D SJ rVa >999 Na 240 Weight: 61 lb FT=20% 9 BRACING - TOP CHORD RigidSheathed or 680 oc puked BOT CHORD Rigid ceiling tllrecily applied or 1000 oc Oraclrg. truss erectlonminndacmrdaft nce wdhth SSYaNlizer IlnsWllatbroan bracing d Installed during REACTIONS. All bearings 2.6-8 except gWengill (lb)- Max HorzB3172(LC6) Max Uplift All uplift 100 to or less al joirt(s) B, D. I, G except J— 235(LC 8), F-237(LC 9) Max Gram All reactions 250 lb or less at jolnt(s) I, G except B-422(LC 1), D=422(LC 1), J=265(LC 15), F=26%l-C 16) FORCE& (Ib)-Mex.Comp.Mat.Ten.-Allfoross 250 (lb) or lass excepiwhen shown. TOP CHORD B -C-497/109, C -D-497/108 BOT CHORD R -J= -M53, IJ-2ar2M, H-1=26@53, G-H=Nil253, F-G—M53, D -F= -M63 NOTES- able end zone; cantilever left and right exposed ; Lumber 1) Unbalanced real live bads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=115mph (3 -second gust) V(IRC2012p51 mph; TCDL�.2psf; BCDL�.2psf; hQSfl; CaL It; Exp C; encbsed; MWFRS (envelope) g DOL --1.33 plate grip DOL --1.33 3) Truss designed for wind loads in the plane ct the term only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or conwil qualified bullding designer as per ANSVTPI i. 4) All plates are 1.50 MT20 unless 01138mise Indicated. 5) Gable studs spaced at 280 x. Atl fit 6) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrenl with any other Ilme loads.Mete e) - This fl ms has ben designed or We load of 20.0PSf truss M beaon plate dIn ot allhs ming ewhere re rectanb upliftgle j3-6-0 BI D ? 0- except (jt=lbl�J-235. F=237.bottom chord entl arty other members. 9) This truss Is designed in accordance with the 2012 International Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. t0) "SemFrlgid pitchbreaks with fixed heels' Member end fixity model was used In the analysts and design of this truss. LOAD CASE(S) Standard - ,n� LOADING (psp SPACING- 2-0-0EWB I/defl >999 LidI 360 TCLL TCDL 35.0 Plate Grlp DOL 1.15 >999 240 BCLL 7.0 0.0' Lumber DOL 1.15 nia rva 7.0 Rep Stress lncr NOCDL Code IRC2012rIP12007 H >999 240 Weight: 141 to FT=20% LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x8 DF i800F 1.6E or 2x6 DF SS WEBS 2x4 OF Stud'Sld'Except- W2: 2x4 DF I690F 1.6E or 2x4 DF No.1&Bo or 214 DF -N 18WF 1.6E REAC710NS. (INsize) A=4a21NS8 (min. 0.2-9), E=2H4M s.B (min. 0-1-8) Max Ho¢ A-163(LC 6) Max Uplll1A-937(LC 9), E-472(LC 9) FORCES. (Ib) - Max. Comp./MM. Ten. -All form 250 (Ib) or less except when shown. TOP CHORD A -B-6171/1094, B -C-583611175, C.D-201/628, D -E-3362/612 BOTCHORD A-fi=719/4130, G-H=fiO/222g, E-6=355/2198 WEBB C -C-126388, B -H -26W73, C4H-1191/5782 NOTES 1) 2 -ply I This truss t 'Thlsbuss Provide me DEFL. Vert(LL) In -0.05 (loo) H I/defl >999 LidI 360 PLATES GRIP Verl(TL) -0 GB H >999 240 MT20 2201195 HM(TL) 0.02 E nia rva Wind(LL) 0.02 H >999 240 Weight: 141 to FT=20% BRACING- TOPCHORD Sheathed or 5-7-1 copurllns. BOTCHORD Rigid calling directly applied a 100.0 co bradng I 0e conrIBMW together with IOd (0.131%63) nails as follows: connected as follows: 2x4 -1 row at 0-9-0oc. Cie connected as fdl0ws: 2x6 - 3 rows staggered m D-2.0 clad W follows: 20 - 1 row at ".o M considered equally applied to all plies, except if noteMW d Indicated. as from (F) or back (B) face In the LOAD CASE(S) section, Fly to A connections have been provided to distribute only loads noted as (F) or (B), considered roof livs loads have been considered for this design. 7.10;to gr VU DOL --1.33 (3 -second gust) VQRC2012)�imph; TCDL-4.2psf; BCDL=4.2ps1; h=25fl; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zee; cantilever kfl and right exposed ;Lumber ate grip DOU1.33 $ been designed for a 10.0 Psf bottom chord live load ra__ ' rrera with any other INe bads. las then designed for a live loatl d se 100 bf on the bottom chord in all areas where a reclangle3-60 tall by 2-0.0 witla will Ttl between the bottom chord and any other members, tanlcal connection (by others) W truss to bearing plate capable of wkhstanding 10016 uplift at jolM(s) ezcapt pkib) A�37, E�72. iesigned In acrordance wbh the 20121merriatbnal ReskleMlal Cotle secikms R502.11.1 and RB02.10.2 and referencad starxlartl ANSUTPI 1. itchbreake with fNad heals" Member end fixity model was used In the anaysls and tleslgn of cols truss. r other connection devica(s) shall be provided suflidem to support concentrated loads) 63241b down and 11191b up at &7-0on bottom chord. Tile 4ion of such conneciI. device(s)Is the responsibilitym othera LOAD CASE(S) Standard 1) Dead, Roof Live (bslaneed): Lumber Increase=1.15, Plate Incresse=1.15 Uniform Loads (pip Vert: A -C-84®, C -F-84, A -E-14 Concentrated Loads (lb) Vert: H-6324(8) I Job Py 1.6-0 t'011 -6-0i . &1.19 12.3-12 18.3-12 22-8.5 26-2-8 33-8-11 39-3-13 44-11-0 0. 18-0 d-7-16 6-1.19 8-0.0 49.9 66.3 5-e-3 67.3 5.73 REACTIONS. (Ib/Size) B-1384/08.8 (min. 0-1-8), P=362703-8 Iraq. 0.3-14), N -5350W (min. O.1-8) Max Hors B=3M(LC 8) Mex UpIVftB=-269(LC 8), P-700(LC 8), N -892(1,C ig) Max GravB=1395(LC 19), Pd3627(10 1), *_"ALC e) FORCES. (Ib). Max. Comp/Max. Ten. -Ali faces 250 (lb) a less except when shown. TOP CHORD B -C-1810999, C -D -3633x933, D -E-2317/507. E -F-1547/322. F-0-1010/232, G -H=581/176, H-1=392/157, J -K-174/1070, K -L-266/1384, L -M -_-MO 3, M -N-235924 BOT CHORD B -AA -489/1362. P-AC=698'211, O -AC -698/211, D -Y=399/1179, X-Y-ioo6/3oM, W.X-599!1920, W -AD -284/1171, V -AD- 284/1171, U -V-28911171. T -U-183/1004.1-5-1203624 _ _ WEBS L.PZ 38 ,,L0-9=3715736M-0-857,26171-T-336/1157,GAA---885r344,C-Y-1495/7 13,YAA-515/1382,D-X261/440-1121/273, NOTES - 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=115mph (3 -second gust) V(1RCmi2)�l mph; TCDLa1.2psf; BCDL=4.2psf; h�51t; Cat. II; Exp C; embwd; MWi RS (emelope) gable end zone: cantilever left and night exposed; Lumber DOL --1.33 plate grip DOL -1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are Mi20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 ps1 bottom awrtl Ilve ioatl rwmm�currn at wiM arty other live loads. B)' This truss has been designed fa a live load d 2O.Opsf on the bollom chord in all areas where a redargle3-60 tall by 200 wide will fA between the bo8om card antl arty other members, with BCDL=7.Opsl. 7) WARNING: Requiretl bearing size M !Dint(.) P greater than Inpd hearing she. 8)Provbe mechanical mnnedioe(by others)dbuss to bearing pW capabled w9hstaMirg 10015 upliftat joint(s)except refer nced,andard NS92. 9) This truss is designed In acmrdance w8h int 212 iMernatbnal Resbent I Cada sections 8502.11.1 end 8802.10.2 and referenced standard ANSUIPI 1. 10) "Semi-rigid pi[chbreaYs with tixO heels" Member end 6xly model was used In the anaysis antl design d thlshuss. LOAD CASE(S) Standard CSI. OEFL. DEFL.) In In (bc) Udell L60 PLATES GRIP SPACING- 2-00 IOADINGi77 TC 0.58 -0. c) >999 380 M120 220/195 Plate Gdp DOL 7.15 BC 0.53 Vad(TL) -0.26 W.X >999 240 Mf2aHS 165x146 TODL Wmber DOL 1.15 13CLL Rep Shess IMr YES WE 0.79 WIM HmzLL) 0.� W -X >999 240 Weight: 33915 Fr 20% SOTOI BCDL Cade RiC2012/fP12007 (Ma1dx) LUMBER- SRACINO- TOP CHORD Shaathetl a3-3-15ns pudins, except end verticals. TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Bir or 2x4 DFN 180OF 1.6E BOTCHORD Rigid calling directly applied a BOO oc Wacing. Except: BOT CHORD 2x4 DF 1BOOF 7.BE a 2x4 DF No.1881r a 2x4 DFN 1800E 1.6E 1 Row at mbpt IS WEBS 2x4 OF SIudOd'bMW WEBS i Rev at mldpt F -U, G -T, H -T, K -P, L -P W10,W7,W6,W3,W1,W4,WB,W71,W5: 2x4 DF 1800E 1.6E or 2x4 OF No.18Bba2x4 DF -N 1800E 1,8E 2MR°ws Mreca 3�laalizars and required aoss orating belretalled tluring amends tliet truss erection in accordance vrith Slaolltrer Installation .- REACTIONS. (Ib/Size) B-1384/08.8 (min. 0-1-8), P=362703-8 Iraq. 0.3-14), N -5350W (min. O.1-8) Max Hors B=3M(LC 8) Mex UpIVftB=-269(LC 8), P-700(LC 8), N -892(1,C ig) Max GravB=1395(LC 19), Pd3627(10 1), *_"ALC e) FORCES. (Ib). Max. Comp/Max. Ten. -Ali faces 250 (lb) a less except when shown. TOP CHORD B -C-1810999, C -D -3633x933, D -E-2317/507. E -F-1547/322. F-0-1010/232, G -H=581/176, H-1=392/157, J -K-174/1070, K -L-266/1384, L -M -_-MO 3, M -N-235924 BOT CHORD B -AA -489/1362. P-AC=698'211, O -AC -698/211, D -Y=399/1179, X-Y-ioo6/3oM, W.X-599!1920, W -AD -284/1171, V -AD- 284/1171, U -V-28911171. T -U-183/1004.1-5-1203624 _ _ WEBS L.PZ 38 ,,L0-9=3715736M-0-857,26171-T-336/1157,GAA---885r344,C-Y-1495/7 13,YAA-515/1382,D-X261/440-1121/273, NOTES - 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=115mph (3 -second gust) V(1RCmi2)�l mph; TCDLa1.2psf; BCDL=4.2psf; h�51t; Cat. II; Exp C; embwd; MWi RS (emelope) gable end zone: cantilever left and night exposed; Lumber DOL --1.33 plate grip DOL -1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are Mi20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 ps1 bottom awrtl Ilve ioatl rwmm�currn at wiM arty other live loads. B)' This truss has been designed fa a live load d 2O.Opsf on the bollom chord in all areas where a redargle3-60 tall by 200 wide will fA between the bo8om card antl arty other members, with BCDL=7.Opsl. 7) WARNING: Requiretl bearing size M !Dint(.) P greater than Inpd hearing she. 8)Provbe mechanical mnnedioe(by others)dbuss to bearing pW capabled w9hstaMirg 10015 upliftat joint(s)except refer nced,andard NS92. 9) This truss is designed In acmrdance w8h int 212 iMernatbnal Resbent I Cada sections 8502.11.1 end 8802.10.2 and referenced standard ANSUIPI 1. 10) "Semi-rigid pi[chbreaYs with tixO heels" Member end 6xly model was used In the anaysis antl design d thlshuss. LOAD CASE(S) Standard LOADING (psQ TCLL 35.0 SPACING- 2.0-0 Plate Grip DOL 1.15 CSI. TO DEFL. In (lac) Well Ud PLATES GRIP TCDL 7.D Lumber DOL 1.15 0.20 BC 0.17 Vert(LL) -0.05 8-E X999 360 MT20 220/195 BCLL Of Rep Stress lncr VES WEI 0.15 Vert(TL) -0.11 H=(TL) 0.00 8-E X889 240 E We rVa BCDL 7.0 Code IRC2012/(PI2007 (Matrix) Wlnd(LL) 0.00 B "" 240 Weigh: 481b FT=20% LUMBER- BiIACING- TOPCHORD2x4OF1BOOF1.6E or 2x4 OF No. 1&Btr or 2X4 DF -N 1BO0F 1.6E TOP CHORD Shealhetl or 64]-0copurlins, ezcept end vedicals. BOT CHORD 2x6 F 1800E 1.6E a 2x6 OF SS WEBS 2X4 D OF BludSttl BOT CHORD Rigid ceiling directly applied a 1 O -0M co bracing. recommends that S[abilhars anti required cross 6radrg be Installed tludng REACTIONS. E=376/Mechanical, B=5050-5-8 (min. 0-78) husek truss erection In accordancewah Slabiilmrinstallation ukle. Max H) Max Horz 13d145(LC e) Max UpIlRE-165(LC 8), 8— 59(LC 8) FORCES. (Ib) - Max. ComplMax. Tan. - All forces 250 (Ib) or less except when sham. TOP CHORD BC -430/20 BOTCHORD 8-E-180287 WEBS C -E---34106 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gusB V(IRC2012)=91mph; TCDL=4.2psf; BCDL-4.2psi; h=25fl; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever lett and right exposed; Lumber DOL -1.33 plate gdp DOL --1.33 2) This truss has been designed fm a 10.0 psi bottom chord live bad norwoncurrem with any other We bads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -GO tall by 2.0-O wide will It between the bottom dwrd and any other members. 4) Refer to girdahs) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upll3 at )oiM(s) B except (fHb) E=165. 6) This truss Is designed in accordance with the 2012 International Residential Code sections R502,11.1 and R802.10.2 and referenced standard ANSVTPI 1. 7) "Semi-rigid pitchbrealcs with fixed heels" Member end fixity model was used in the analysis and design d this truss. LOAD CASES) Standard Job Time Kusa Type OtY PN 17-092012T Hol Root Special 1 1 Jab Reference (optional) BMC E8T(IDAHO FALLS), IDAHO FALLS, ID 83902 Run: B.OWa Ju115916 Pdnf.8.000s Ju1152016 MRek IndusVles, Inc. Wed 2706:571)3917 Paagge1 ID:EEmt81blk7gbOmSpAEX2aya7rl-mwl_GjYhZ4TjpVV?RJIXNfY Ih0cCHub0HaWgyZ11 1-8-0 1-0- 7.7-14 16&12 21.3.12 2-8 28-2-8 33.8-11 39-3-13 94-11-0 7-7-1d 8-0-0 1-4-9 S-&3 5-E3 5-7-3 5-7-3 awl ax dA aw Y � Bw_ Y M M Y 49= 3,11 7-7-14 ,r 15-3-12 21-3-12 �2-8-� 25-10-8 s•II 2&2-8 Y= pp�� 33-5.8 33-&11 Y= sBll 39-&13 44-11-0 �1-6-OF 1-60 6-1-14 7-7-14 14-9 3-2-3 2-0-0 3 5-7-3 573 Plate Offsets X -- 63.90-i$ F:03 -0D2-3 H6640.2-0 63-00-2-3RID-2-12.0-3-41,o-2-120-3-0 A-8-60.2-0 psp SPACING- 2-QO C81. DEFL. In (bc) Vtle6 lb PLATES GRIP 35.0 Plate Ede DOL 1.15 TC 0.61 Vet -0.16 W -X >999 360 MT20 220/195 7.0 LIBILL Lumbar DOL 1.15 BC 0.51 Ved(TL) 1).31 V -W >999 240 MT20HS 165/146 0.0` Rep Stress lncr YES WB 0.79 Horz(TL) 0.15 P rJa r✓a 7.0 Cade IRC2012ITPIM07 (Matrix) Wlnd(LL) 0.10 W -X >999 240 Weight: 353 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4OF160OF1.6E a 2x4 DF No.1&Btra 2x4 DF -N ieWF 1.6E TOPCHORD Sheathed or 34-6 co purlins, except end verticals. BOTCHORD 2x4 DF 18WF 1.6E a 2x4 DF No.1&Btra 2x4 DF-N1BWF 1.6E BOT CHORD Rigid ceiling directly applied a 6-00 W bracing. Except: WEBS 2x4 DF 18WF 1.6E or 2x4 DF No.t&Btr a 2x4 DF -N 1800F 1.6E'ExmpP 1 Rax at mklpt I -S W16,W15,W12,W2,W17,W20,W19,W18:2x4DFStudBtd WEBS IRow at mldpt E-V.IG-T,K-P, I I 2 Rows at 113 pts J -P MITek recommends that Sizers and required am bracing be Irnialletl tlurlrg truss erecilon in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1370th-15-8 (min. (M-8), P=34l (req. 0-3-15),14 57610-5.8 (min. (M-8) Ma)(Hm B=SW(LC 8) Max UPIIBS-262(t 8), P-729(LC 8), N-930(LC 19) Max GmvB=1383(LC 19), P=3681(11), 1 8) FORCES. (Ib) -Max. CompAAax.Ten.-All forces 250 (b) or less except when shown. TOP CHORD B -C-1789287, QD-4604/912, D -E-2081/431, E -F-1281/", F -G-6561182, G -H-481232, J -K-197/1111, K -L— 29fl11433, L -M- 2431897, M -N-25&962 BOT CHORD S -Z— 479/1344, O -AA -263/192, P -AA= -2631/92, P -AB --726/228, O -AB -726/228, W-X=1O0013089, V -W=51011706, V.AG-170/6, U -AC -170/890, T-1-121/547, S -T-101/386, D -X-362/1114 WEBS E -W=42/367, E -V=933396,1`4=131/623, F -U= 686258, G -U= 179/679, G -T -1139/J80, H-T�662/1157, J.S-25111182, J-0=481252, J -P^19561407, K-P-115it229. L -P=455/264, L-0=109/592, M4)=891281, G -S -2822W. D -W-14301507, GL -873335, 0X=491/1611, X -Z-501/1366, H-8-1160/340 NOTES - 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2012)=91mph; TCDL-4.2psf; BCDL-4.2psl; h=25f1; Cat II; Exp C; enclosed; MWFRB (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL=1.33 3) Provide adequate drainage to pre"nt water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord INe load nonconcurrem with any other live load$. 6) `This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 241-0 wide will fit between the bottom chord and any other members, with BCDL = 7.00. 7) WARNING: Required bearing size at joint(s) P greater than input bearing size. 8) Provide mechanical amrodion (by others) of truss to bearing plate capable of withstanding 100 10 uplift at jdnl(s) except (p=Ib) 6=262, P=729, N=M. 9) This truss is designed in acowdance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 aril referenced standard ANSIVI-PI 1. 10) "Semkigid pitchbreaks with fixed heels" Member end fixity, model was used in the analysis and design of this truss. LOAD CASE(S) Standard LOADING (psi) TCLL 35.0 TCDL 7.0 BOLL 0.0 SCDL 7.0 SPACING- 2.&0 Plate Orlp OOL 1.75 Lumber DOL 1.16 ReP Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.28 SC 0.46 WB 0.79 (Matrix) LUMBER - TOP CHORD 2x4 DF 1800E 1.8E Or 2x4 DF No.i&Bb w 2x4 DF -N 1800E 1.6E BOTCHORD 2x6DFIW0F1.6E1216DFSS WEBS 20 OF S u&STd REACTIONS. (lb/size) 8m4471/0.5-5 (min. O2-6), K-4471/0.&8 (min. 04-6) Msx Hwz6=157(LC 7) Max UPIIRB-1494(LC 5), K- 1494(LC 4) DEFT-. Van) In -0.32 (lac) P-0 9 >99 954 tyd 360 PLATES GRIP Vern -0.50 P-0 >954 1�- 220195 Horz(TL) zffl- 0.14 K rVa Na MT18H 2201185 Wlntl(LL) 0.23 p >999 240 Weight: 499 lb FT=20% BRACING - TOP CHORD Sheathed or 4-10.5-awllns BOTCHORD Rigid ceiling directly applied or 100-0 oc bracing FORCES, (Ib) - Max. CarnPAlax, Ten. - All fomes 250 (Ib) or less except when shown, TOP CHORD 2 70210, C40-71762643. D -E-804812277, E -F-81532887, F-0-81532837. G -H-7705/2848, H-66pg8rY177, I.1-717 BOT CHORD 9/2644, &T-2155r565e c.T_o.cose.e - __-.-._ _. I WEBS NOTES. 1) 2 -ply I p -W-2861/7712, M-2925/8167, K -M-2014/5857 ?16, H-0-492/1376, H -N-2536926. w oe --ad together With 10d 10.131-&') nails as follows: xtl9 Connected as fOilews: 2x4-1 raw at 0.7-0x. chords Connected a9 follows; 2x8- 2 rows staggered at 0.80 Co. ennected as falays: 2X4. 1 mw at o-9-0 Co r are considered equally applied to all plles, except 8 noted as from (F) w back (B) face In the LOAD CASES) section. Ply to ply Connections have been Provided m distribute only loads noted as (F) or (e), rtlrenWss indicated. Iced root live loads have been Consdered for this design. SCE 7-10; Vult=1151ph (3 -second gust) VVRC2012)=91Mph; TCDL=4.2psf; BCDL-4.2Ps1; h=25ft; Cal. II; Exp C; enclosed; MVVFRS (envelope) gable and zone; cantilever left and right exposed; Lumber 33 plate grip DOL -1.33 adequate drainage to prevent water ponding. truss Pates unless otherwise Indicated. ren designed for a 10.0 psi bottom chord We bad nonconcurmm With any other live loads. Been tlesignetl for a live load of1 on 20.Opsthe bo8om Chem I Bra. n all areas Where a rectangle 3-6.0 tall by 2-0-0 Wide Will If between the bottom Chord and cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olm(s) except We) 8=1494, K=1494. rlgned In scoodance With the 20121mernsibnal Residential Code sections R502.71.1 and R802.10.2 and referenced standard ANSVTPI 1. lbreaks with Taed heels" Member end fir4ty model Was Used in the analysis ler conrxdlon de(s) shell be provided suttldaro design of this buss. em to support oom;snualed l0ad(s)13631b down and 671 If, up at 8-0-0, 350 It, down and 176 lb up at down and 176 lb up at 12-0-12, 360 lb down and 18016 up at 14 12, 380 lb drown and 100 lb up at 25.11-4, 35016 down antl 176 lb up a1 27-11-4, 1 and 17616 up at 29-11-0, and 136316 noon and 871 Ib up at 31-11-4 on bo8om chord. The tleslgr✓seleciion of such conrlectlpn devlce(s) Is the Wars. LOAD CASE(S) Standard 1) Dead+Roof Live (balanced)' Lumber Increase=1.15, Plate Incmase=1.15 Uniform loads (plo Vert: A -D-84, 61-84, I-1--84, &K-14 Concentrated Loads (Ib) Ven: 5-1363(F) N -1363(F) U --350(F) V -350(F) W--,q60(F) X -360(F) Y -360(F) Z--350(9 17-092012T PN -G1 U�-o-O-D _—I _44--b-00 M LOADING (Pat) SPACING- 2.00 Csl. TCLL 35.0 Plate Gdp DOL 1.15 T C 0.1COL 7.0 9 umber DOL 1.15 BC 0.15 BOLL 0.0Rep Stress I= YES WB 0.15 SCOL 7.0 Coda IRC2012RP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 24 DF NDA&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x6 OF 1800F 1.6E or 2x6 OF SS WEBS 2x4 OF 1 8M 1.6E or 2x4 OF No.1 &Btr or 20 DF -N 1800F 1.6E'ExcePY W2: 2x4 OF StLdOd WEDGE Left: 2x6 DF 18WF 1.6E or SS REACTIONS. lb/size,Eo3i ( lechaolcal. B119501" (min.MMHQMB Max Up19tE= 263(LC 8) Max GIVE-88(LC 15), B"95(LC 1) FORCES. (Ib) - Max. ComPlMax. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD B -C-35916 WEBS C -E=2701254 DEFL. In (bc) Vdefi ltd PLATES GRIP Vert(LL) -0.05 B-E >999 960 MT20 2201195 Ven(TL) -0.09 SE >976 240 I fba(TL) -0.00 E rVa Na Weight: 531b FT=20% Wind(LL) 0.00 B 240 BRACING- TOPCHORD Sheathed or 6-0.0 oc purlins, except end verticals. BOT CHORD Rigid ceiling dire* applied E4lg 100 m brad. WEBS 1 Rax at mldpt Vu111, ra00m ineccarfod--with Stablll llnstalleticn�icinNI dduring NOTES -psi; 1)Wind: 1mph;TCOL=4.2psQ BCDL�32hQSfl;Cat.Il;Exp C;endosed; MWFRS(envelope)gable end mne; cantilever left and right exposed; Lum r ASCE 7-10; Vu11=115mph(3aecond gust)VORC2012)� TO' 3 plate gdP DOL=1.33 2)Ttruss has been tlesignetl for a 10.0 psf bottom chord live bad rwnconcurrent wAh any other live loads. 9)' This truss has been desigrretl for alive load of 2[1.Ops1 on the bodom chortl In all areas where a racWngie 3-6-0tall by 240 wide wlil f8 between the bottom dxxd and any other members. 4) Refer to 9irder(s) tar truss fo truss cannedions 5) Provbe mechanlral connedlon (by others) o/ truss to beadn9 plate capable alwMstantling 1 W Ib uplift at )oIM(s) except (n=1b) E=LGT. 6) Thlstruss is tlesignIad In ac on W w'ah the2012IMernetbnal Residential Cade secibns R502.11.1 and R802.10.2 ant referencad standard ANSI/TPI 1. 7) .Seml-dgU plichbreaxa with faed heats" Member end fixity model was used in iha anaNsis and tlesign of this truss. LOAD CASE(S) Standard Supported Gable LOADING (psq SPACING- - TCLL 35.0 2-� CSI. TCOL 7,0 Plate Grip DOL 1.15 TC 0.20 Lumber DOL 1.15 SC 0.1b BCLL 0.0 ' Rep Stress Incr VES SCDL 0.17 7.0 Cade IRC2012(rPl20D7 I I (Matrix) LUMBER- TOPCHORD2x4DFIB00F1.6Ew2x4DFNo,1&Btrw2x4DF-NISOOF1.6E BOTCHORD 2x6DF160OF1.6Em2x6DFSS WEBS 2x4 DF 1800E 1.6E w 2x4 DF No.l&Sh w 2x4 DF -N 1800F 1.6E'ExcepP WEDGE W2: 2x4 DF Sb1d/Std Left: 2x6 OF 1800E 1.6E or SS REACTIONS. (lb/size) D974/Mechanicel, A--374Po5-8 (min. 0.1-8) Max HorzA=331(LC S) Max UpligD- 268(LC 8) Max G—D=397(LC 15), Am374(LC 1) FORCES. (ib) - Max. Coil Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B-IMI6 WEBS BO1-286P264 DEFL Vert(LL) In -0.05 (loo) A -D VdeB >999 L/d 350 Vet(TL) -0.09 A -D >976 240 Hoa(TL) -0.00 D rVa Ma Wrid(LL) 0.00 A 240 PLATES GRIP MT20 2MIg5 Weight: 52 lb FT=20% BRACING - TOP CHORD Sheathed or 6-0-D oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied w 10-0-0 oc bracing. WEBS 1 R at mldpt C -D MfTek recommends that SmNI¢ers antl required cross braclrg be InsWled during truss erectlon in accordance wtth Slabllizw InstalWlon kfe. NCTES- 1) Writl: ASCE 7-10; Vult=115mph (&second gnat V(IRC2012)�1 mph; TCDD 2pal, GGDL� 24; h25ft' Cat. ll,Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and r' Mex DOL=1.53 plate grip DOL=1.33 2) Thle truss has Keen designed fora 10.0 psi bottom ctlom INe kratl norlcencurreM wtth g Posed :Lumber 3)' This truss tas bean designed /w a lies load W 20.Ops1 on the bottom chord In all areas where ale �ngla 3.60 tall by 2-0-0wide will li[ between the bottom cord and any other members. 4) Refer W girder(s)1w truss to truss connec6oris 5) Provide mechankal connepion (by others) of truss to bearing plata capable of withsWldirg 1001b uplift at joim(s) except Ut=1b1 D:266. 6) This truss tr designed m accordance wdh the 20121ntematiwial Residential Code sections 8502.11.1 antl R802.10.2 erb referenced stantlard ANSUlPI 1. 7) "Sem4dgid pitchbreaks with {prod heals" Member antl sxlry nwdel was used In the anaNsls and desgn of this truss. LOAD CASES) Stanceld Type moi;20127 1-0- 3-5-13 7-7-10 1-0.0 3-9-13 3-5-13 SPACING- 260 CSL LOADING 35.0 Plate Grl DOL 1.15 TC 0.18 TCLL $A Lumber DOL 1.15 G3.9 TOOL 7.0 Rep ��a lncr VES WB 0.15 BOLL 0.0' Code IRC2012/TPI2007 (Malyd) BCDL 7.0 LUMBER - TOP CHORD 2x4 DF 1800E 1.6E w 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E w 2x4 DF NO.i&BV or 2x4 DF -N 18DOF 1.8E WEBS x44 F 800E 2x4DFNo.1&BVor2x40E-N1800F1.6E'Except' WEDGE Lett: 2x8 OF SS or 1950F 1.7E REACTIONS. sIze) B=146(L�anicel, B=46610-6-8 (min. 0-1.8) Max Max Uolf!E=254(LC 8) Max GravE=382(LC 15), B-4MLC 1) BRACING- TOPCHORD Sheathed M SO -0a purlins, except end vedical& BOT CHORD Rigid ceiling directly applied or 1060 oc bracing. .red 010V lilloing be Vmaw ass erec8onmin�acoortlancewXhrSlablllzer install 1,n aadiiiitu side. Installed tluring FORCES. (lb) - Max. Cor,P/MD Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=3147 WEBS NOTES- ust V IRC2012)'S mPh; TCG" psf; BCOL�1.2psf; tY-2$X; Cal. II; Exp C; enclosed; MWFRS (envelope) gable eM mm; cadilaver left and right exposed; Lumber 1) Wind: ASCE 7-10; Vu6=115mPh (3 -second g ) l 12 1, DOL" 'G Plate grip DOL=1.33 2) Til Vuss has been desgned for a 10.0 psi bottom chortl INe bad norx:oncurted w"" arty other INe bads. 3)' This truss has been designetl for a INe load d 20.OpA on the ho8om chord In all areas where a rectangle 3.6-0tall by 260 wide will to between iha bottom chord and any other members. u. 4)Refer io girder(s)for Vass to Voss cronnectlons. db E�54. n r 5) Provide mechanical conneNon (by dhers) d truss to bearing Plate capable d wahsianrn t nal Re... 100 b upliX at pint(s) except (jf ) 7) Tri Sla ed- gid Pide tchbreaksi vn zized heals" Member acct XXIty model waseused n the analNs s and lsign o tlhls2 antl reterenk:etl stantlartl ANSIrtPI i. LOAD CASES) Standard In (lac) Well Ud PLATES GRIP DEFL Ven(LL) -0.16 8-E a545 360 MTP 220/195 Ven(TL) -0.34 B-E X266 240 Hort(TL) 0.00 E Na r1a Weight: 4611, FT=20% Wind(LL) 0.00 B BRACING- TOPCHORD Sheathed M SO -0a purlins, except end vedical& BOT CHORD Rigid ceiling directly applied or 1060 oc bracing. .red 010V lilloing be Vmaw ass erec8onmin�acoortlancewXhrSlablllzer install 1,n aadiiiitu side. Installed tluring FORCES. (lb) - Max. Cor,P/MD Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=3147 WEBS NOTES- ust V IRC2012)'S mPh; TCG" psf; BCOL�1.2psf; tY-2$X; Cal. II; Exp C; enclosed; MWFRS (envelope) gable eM mm; cadilaver left and right exposed; Lumber 1) Wind: ASCE 7-10; Vu6=115mPh (3 -second g ) l 12 1, DOL" 'G Plate grip DOL=1.33 2) Til Vuss has been desgned for a 10.0 psi bottom chortl INe bad norx:oncurted w"" arty other INe bads. 3)' This truss has been designetl for a INe load d 20.OpA on the ho8om chord In all areas where a rectangle 3.6-0tall by 260 wide will to between iha bottom chord and any other members. u. 4)Refer io girder(s)for Vass to Voss cronnectlons. db E�54. n r 5) Provide mechanical conneNon (by dhers) d truss to bearing Plate capable d wahsianrn t nal Re... 100 b upliX at pint(s) except (jf ) 7) Tri Sla ed- gid Pide tchbreaksi vn zized heals" Member acct XXIty model waseused n the analNs s and lsign o tlhls2 antl reterenk:etl stantlartl ANSIrtPI i. LOAD CASES) Standard LOADING (pgg SPACING. TCLL 35.0 Plate Grlp DOL � �1' TCDL 7.0 Lumber DOL 1.15 TC 0.17 BCLL 0.0 • Rep Stress lncr YES BC 6'26 BCDL 7.0 Code IRC2012/TPI20)7 WB 0.08 (Matrix) LUMBEq- TOP CHORD 2x4 DF 1800F 1.6E w 2x4 DF No.18Btr w 2x4 DF -N 1800F 7.6E BOT CHORD 2x4 DF 1800F 1.6E w 2x4 DF No.18Btror 2x4 DF -N 180DF 1.6E WEBS 2x4 DF SIucVSM WEDGE Left: 2x8 OF SS or 1950F 1.7E REACTIONS. (Ib/siza) E2g31Mecho IcW. B=1024." (min. O -i -S) Max Hwz 8292(LC 8) Max UPltfE-210(LC 8) Max GME=312(LC 15), 8=402(LC 1) FORCES. IN - Max. ComPJMax. Ten. • All faces 250 (lb) or lase except When shown. TOP CHORD S -C-288/14 DEFL In Vert(LL) -0.08 (la) S -E Vdeh >981 L/d 350 PLATES GRIP Vert(TL) -0.15 B-E r478 240 MT20 2201185 Horz(TL) •0.00 E Ne Na Wind(LL) 0.00 B 240 Weight: 39 lb Ff=20% UHACING- TOP CHORD Sheathed Of 640 oc purlins, except end verticals. BOTCHORD Rigid calling directly applied,, 1040 ac bredng. MRek recommerWs that StaNl¢ere and requlretl cross hredrg be Installed during truss ereNan In accoroance wkh SIaWIIzer InstalleHon ube. NOTES 1) � 9�P �i '61 5mapTh (3-secoritl gust) y(IgC2012)�1mPh; TCDL_42psf BCDL=4.2psf h25fi CaL II; Fxp C; erlclosetl; MWFRS (arnelope) gable end cane; cantilever leftand rlgM exposed ;Lumber 2) This buss has been designed fora 10.0 0 bohwn chortl live bad noncwicurrent wXh any other live bads. 3)' Thls truss has been tlesgned for a live load ar 20.Opsl on the txhrom chord In all areas whys a rectangle &6-0tall by 240 W4tle will ik between the bottom dartl and any other members. 41 Refer W glroer(s) for truss b hugs oo nediong. 6) ThI truss H �gln �w Mn n (by oglerg) of pug to hearing Plate capable of wilhstoMing 100lb uplih at (olrA(s) except (pd b) E210. 9 dance Wit the 20121nternatlonal Resitlentlal Cade sacibns R502.11 1 yid R802 10.2 and referenced slandartl ANSVtPI 1. 71 "Seml•dgid pltchMeaks with toed heels" Member end fixity model was used In the anaysls and desIS u of this truss. LOAD CASES) Standdld 17-092]127 IJOID PN 3-1-13 31-13 3-1-13 1TE[rl Ulill LOADING SPACING- 2-00 CT! Plate Grip DOL 1.15 TC 0.13 TCLL 35.0 BC 0.26 TCDL 7.0 Lumber DOL 1.15 WB 0.09 SCLL 0.0 ' Rep Stress IMf VES (Matrix) BCDL 7.0 Code IRC2012rM2007 LUMBER - TOP CHORD 2x4 OF 1800E 1.6E or 2x4 OF No.1&S1r or 2x4 DFN 180OF 1.6E 13OTCH0RD 2x4 OF 1800F 1.8E or 20 OF No.t&Btr a 2x4 DFN 1800F 1.8E WEBS 20 OF SUM WEDGE Left: 2x8 OF SS a 195OF 1.7E REACTIONS. (A�10-" (min. 0-1-8),D=302Machxnlcal �H)A Max Uplift0=-214(LC 8) Max GnavA=02(LC 1), D=3MLC 15) BRACING- TOPCHORD Sheathed or 5.0.0 co purlins, except and VBNCale. BOTCHORD Rigid calling directly applied or 10-00 oc bracing. MTek remmmeMs that 51aMlizars and requlretl cross bradrg be installed during truss e,,dW, In ao thacls tg, Stabilizer lnsialIZ', aide. FORCES. (Ib) - Max. Comp./Max Ten. -All faces 25D (lb) or lass except when shMn. TOPCHORD A-B3271/t4 NOTES- 1) Wind: ASCE 7-10; Vulbi 15mph (3-semrd gust) VIIRC2012)�imPh; TCDL71.2psf; BCDU4.2p51; h=25ft; Cat. II; Exp C; eridosed; MWFRS (emrelope) gable end zone; cantilever lett and right exposed Lumber IX7L=1.33 plate gdP p0L=1.SS 2) Thisiruss has been designed for 10.0 psi bottom chord INa Wad noncorxurrent w'M arry cher live loatls. 3)' This buss has been designed to a live Iced of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fA between the bottom dwrtl and arty other members. 2 In met 4) Refer to girder(s) fa buss to Truss conrxedlons. 5) Provde mechank:al connection (by others) of truss to bearing plate capable of wilhsiaidirg 10016 uplift at pIM(s) except (p=lb) D=21 . 7j' Sami-dgltl pidlchbreaksl wi r ed heels^ Member end fl NWrtwde wasid umsatl In the a aNsls and design Nlsebuss.2 and referenced at. ANSIRPI i. LOAD CASE(S) Standard in (Wc) Mail Ud PLATES GRIP DEFL. VerILL) -0.08 A -D >981 360 MT20 220/195 Ved(IL) -0.15 A-0 >478 240 Viorz(TL) 0.00 D Na 0 Weight: 37 lb FT=20% Wind(LL) 0.00 A BRACING- TOPCHORD Sheathed or 5.0.0 co purlins, except and VBNCale. BOTCHORD Rigid calling directly applied or 10-00 oc bracing. MTek remmmeMs that 51aMlizars and requlretl cross bradrg be installed during truss e,,dW, In ao thacls tg, Stabilizer lnsialIZ', aide. FORCES. (Ib) - Max. Comp./Max Ten. -All faces 25D (lb) or lass except when shMn. TOPCHORD A-B3271/t4 NOTES- 1) Wind: ASCE 7-10; Vulbi 15mph (3-semrd gust) VIIRC2012)�imPh; TCDL71.2psf; BCDU4.2p51; h=25ft; Cat. II; Exp C; eridosed; MWFRS (emrelope) gable end zone; cantilever lett and right exposed Lumber IX7L=1.33 plate gdP p0L=1.SS 2) Thisiruss has been designed for 10.0 psi bottom chord INa Wad noncorxurrent w'M arry cher live loatls. 3)' This buss has been designed to a live Iced of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fA between the bottom dwrtl and arty other members. 2 In met 4) Refer to girder(s) fa buss to Truss conrxedlons. 5) Provde mechank:al connection (by others) of truss to bearing plate capable of wilhsiaidirg 10016 uplift at pIM(s) except (p=lb) D=21 . 7j' Sami-dgltl pidlchbreaksl wi r ed heels^ Member end fl NWrtwde wasid umsatl In the a aNsls and design Nlsebuss.2 and referenced at. ANSIRPI i. LOAD CASE(S) Standard WOO 4-11-10 1-0-0 4-11-10 LOADING'7' SPACING- &0-0 Cal. DEPL. In (loc) Udell Vd PLATES GRIP TCLL 35.0 Plate Grlp DOL 1.15 TC 0.38 Vert(LL) -0.03 &D >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.06 &D >995 240 BCLL 0.0' Rap Stress I., YES WE 0.00 Hwz(TL) 0.00 iVa n/a BCDL 7.0 Cade IRC2012/IPI2007 (Mahix) Wind(LL) 0.00 B - 240 Weight: 2716 FT=20% LUMBER - TOP CHORD 2x4 DF 18DDF 1.6E w 2x4 DF No.1&Bb o 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 18DDF 1.6E w 2x4 DF No.1&Ba or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF S1uNStd WEDGE Left: 2x6 OF SS w 1950F 1.7E REACTIONS. (It rsize) D-226M1echanical, _,__._ _ _ (min. 0.1-8) MU Horz B237(LC 6) Max Uip IRD_ 166(LC 8) Max GravD242(LC 15), B239(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING- TOPCHORD Shealhedw4-11-10acpurlins, exceplendverticals. BOTCHORD Rlgld ceiling directly applied or to."xbracing. MTek reownmends that Stabilizers and required am bracing be Installed tlurlrg Ftruss erectlon In accordance wdIn Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)21 mph; TCDL=4.2ps1; BCDL=4.2ps1; h=25ft; Cat. II; Pap C; enclosed; MWFRS (envelope) gable and zone; cantilever loft and right exposed ; Lumber DOL=1.33 plata grip DOL -1.33 2) This truss has been designed for a 10.0 psi bottom chord live load noncorwument with any other live bads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectaigle 380 tall by 2.08 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at lolnt(s) except (jwb) D=1 fib. 6) This truss is designed in accordance with the 2012 International Residential Cade sections R502.1 1.1 and 8602.10.2 and referenced standard ANSVI-PI 1. 7) 'SemFrigid pitchbreaks with fixed heels" Member end fixity, model was used in the analysis and design of this truss. LOAD CASE(S) Standard Jab 17-0920127 J6nuns IF nous ,yra -1-o-0 40-0 1-0.0 a o 0 LOADING (pap SPACING- 2.60 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.01 B -D >999 360 MT20 220/195 TOOL 7.0 Lumber DOL 7.15 BC 0.16 Vwt(TL) -0.02 B -D >999 240 BOLL 00 ' Rep Sbess Irw:r VES WB 0.00 Horz(TL) 0.00 rva Na BCDL 7.0 Code IRC2012yTP12007 (Matrix) Wind(LL) 0.00 B "" 240 Weight: 23 to Fr=20% LUMBER- BRACING. TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800E 1.6E TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Bb or 2,4 DF -N 1800F 19E BOT CHORD Rigid telling directly applied or 10.0-0oc bracing. WEBS 2x4 OF SludfSW MTek recommends that Stabilizers and required cross bracing be irisialled during WEDGE .=ends I Ines accordance with Stabilizer Installation guide. Left: 2x9 OF SS or 1950F 1.7E REACTIONS. (ItVslze) D=176M1achan1cal, 13--295N.5-e (min. 0-1-8) Max Horz 8=198(LC 8) Max UpliftD}133(LC 8) Max GravD-190(LC 15), 8-295(LC 1) FORCES. (Ib)- Mm. Camp./Max Ten. - All fares 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuti=115mph (3aecond gust) V(IRC2012)=gl mph; TCDL.4.2psf; 13CDL=4.2psf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live Wads. 3) - This truss has been designed for a live load of 20.Opsi on the bottom chord In all areas where a rectangle 3-60 tall by 2-60 wide will fix between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jDmI(s) except (jWh) D=133. 6) This truss Is designed In accordance with the 2012 International Residential Code sections R302.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1. 7) "Seml-rigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .-.W. uy ry lack -Closed Girder 1 n LOADING (ps, SPACING- 2-00 CBI, DEFL In (fee) Mall Ud PLATES GRIP TOLL 35.0 Plate Gdp DOL 1.15 TO 0.31 Verl(LL) -0.07 G -H >999 360 Mr20 220/195 TODL 7.0 Lumber DOL 1.15 BC 0.60 Vert(TIL) -0.11 G -H >077 240 BCLL 0.0 ' Rep Stress Incr NO A 0.92 Horz(Ty 0.01 F rVa r/a BCDL 7.0 Code IRC2012/1P12007 (MaVIz) WIrd(LL) 0.04 G -H >9% 240 Weight: 147 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1000F 1.6E or 2x4 OF No.1 &Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0.0 oc purlins, oxcept and ver8cela BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. IWhr or 2x4 DF -N 1SOOF 1.SE BOT CHORD Rigid ceiling directly applied or 1000 oc bracing. WEBB 2x4 OF Stud/Std WEDGE Left: 2x8 OF SS or 19WF 1.7E REACTIONS. (IbIsize) A=336410,W (min. 0-1-13), F=3943lMechanlcal Max HmA=291(LC 23) Max Up1iftA-897(LC 8), F-1547(LC 8) FORCES. (Ib) -Max. Canp./Max. Ten. -All fonxs250(lb) or lessexcept when shown. TOPCHORD A-B=4001049,BC-3394MW.C-D-85W48 BOT CHORD A-1=4381YY397, t�J-628/1927, H�J-8M1927, H -K-628/1927, G -K=628/1927, F.G-231/609 WEBS G-F-4MY2250, C -G-2045/625, UG -1540/4183, D -F-3069/1468, B-1=279/750, C-1-4891910 NOTES - 1) 2 -My truss to be connected together wtih t0d (0.131"&') nalls as follows: Top chords connected aslolkxws:2x4-1 moat O-9-0oc. Bottom chords connected as follows: 2x4-1 row at 0-2-0 M. Webs connected as follows: 2x4. 1 ram at 09.0 oc. 2) All bads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provbed to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=g1 mph; TCDLc4.2psf; BCDL=4.2ps1; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL -1.33 4) Pmvde adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 pat bottom chard live lead nonconcurrem with any other live bads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all area where a rectangle 340 tall by 2-0-0 wide will 18 between the bottom chard and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearings) F to support reaction shown. 9) Provide mechanical connedion (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except (p=Ib) A.97, F=1547. 10) This truss Is designed in accordance with the 2012 International Residential Code sections R5D2.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 11) "SemFdgkl pitchbreaks with freed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection devices) shall be provided suf Giem to support concentrated load(s) 15171b down and 62616 up at 1-1-8, 8461b down and 15216 up at 2,5-15,841 Ib down and 157 lb up at 3-0-12, 841 Ib down and 1661b up at 5-0-12, and 1641 Ib down and 97516 up at 6-8-11, and 841 Ib damn and 206Ib up at 7-0-12 on bottom ctord. The deslgnuselectbn of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.15, Plate Increasa=i.15 Undorm Loads (pIg Veit: A -D-84, D -E-84, A -F-14 Concentrated leads gb) Ven: H.841(8) G -2482(F-1641, 8-841)1-1517(B) J-846(8) K -1341(B) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (bc) VdeB L/d PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.47 Vert(LL) -0.19 B-E >587 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.37 Ved(TL) -0.38 B-E >284 240 BOLL 0.0' Rep Sbess lrpr VES WB 0.23 Horz(TL) 0.01 E rVa Na RCDL 7.0 Cede IRC2012RPI2007 (matrix) V"LL) 0.01 B-E >999 240 Weight: 46lb FT=2tP/ LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 20 OF No.1&Bb or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0.0 oc purlins, except end veNcals. BOTCHORD 2x4 DF 1WOF 1.6E or 2x4 OF No.1&Bb or 2x4 DF -N 1800F 1.8E BOT CHORD Rigid ceillrg dlrediy applied or 10-0-0 co bracing. WEBS 2x4 OF Stud/Std Mi fel recommends that Stabilizers and required cross bracing be Insfailed during I truss erection in accordance with Stabilizer Installation guide. REACTIONS. (fo/slze) E-138/Mecharllca, B ---564105-B (min. 0-1-8) Max Hoa 8479(LC 8) Max UplifiE— 194(LC 8). B-59(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD B -C-487/8 BOTCHORD B -E-191/348 WEBS C.E-407/227 NOTES - 1) Wind: ASCE 7-10; Vut=l 15mph (3 -second gusq V(IRC2012)=91 mph; TCDL.4.2psf; BCOL=4.2ps1; h=25ft; Cat. II; Exp C; erdosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL --1.33 plate grip DOL --I.33 2) This truss has been designed for a 10.0 pal bottom chord live bad noncorcurrenl with any other live baits. 3)' This truss has been designed for a live load of 20.04 on the bottom chord in all areas where a rectangle 3.6.0 tall by 20-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 100 lb uplift at joint(S) 8 except (p=lb) E=194. 6) This truss Is designed in accordance with the 2012 International ResMemial Cede sections R502.11.1 and R002.10.2 and referenced standard ANSIRPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member eM fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 7-0820121 Plate Offsets X — 802-70-2-1 LOADING(psf) TOLL 35.0 SPACING- 2-0-0 CSI. DEFL. in (los) Vdeff Ud TOOL 7.0 Plate Grip DOL Lumbar DOL 1.15 1,15 TO0.47 Vert(LL) -0.19 &E >507 350 BCLL 0.0' Rep Stress lncr YES BC 0.37 WB 0.23 Ven(TL) -0.38 B-E >264 240 SCOL 7.0 Code IRC2012/IPI2007 (Matrix) Horz(1L) Wind(LL) -D.01 0.01 B &E Na >999 Na 240 LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&EW w 2x4 DF -N l8DOF 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF NO.1&Bir m 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Sid REACTIONS. 011161m) E�438&Mechanbal, 83646541 (min. 0-148) Max Horz E=279(LC 8) Max UpIIfiE=-194(LC 8), B=69(LC if FORCES. (lb) - Me)(. Comp./Mat. Ten. -All forces 250 (Ib) or lass except when shown. TOPCHORD B -C=487/8 BOT CHORD B-E=OrM WEBS C -E-402/228 PLATES GRIP MT20 220/195 Weight: 4616 FT=20% BRACING - TOP CHORD Sheathed or 60.0 ac purlins, except end vedicals BOT CHORD Rigid ceiling directly applied or 1000 oc bracing. MI1ek remmmerxls that StaNliAandrequiredcrossbracingbeinstalledduring truss erectlon In acmrtlance wBh Stabilizer Installation pude. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psi; BCDL=42psf; h=25ft; Cat. II; EXP C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL -1,33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcerrent with any other live loads. 3)' This buss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-" wit by 260 wide will fa between the bottom chord andany other members. 4) Refer to glyder(s) for buss to truss connecllons, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) B except (jHb) E=194. 6) This truss is designed In accordance with the 2012 international Residential Code sections R502.11 d and R802.10.2 and referenced standard ANSVIPI 1. 7) °Semi-ngkl plichbreaks with fixed heels" Member end fixity model was used In the analysis and design of this buss. LOAD CASE(S) Standard 117-092012T LOADING ( SPACING- 2.0.0 CSI. DEFL. In floc) Well t/d psg PLATES GRIP 35.0 Plate Grip DOL 1.15 TO 0.12 Ved(LL) -0.16 G -H >657 360 MT20 220/195 CDL TOLL TOLL 7.0 Lumber DOL UB BIC 0.66 Vert(TL) -0.24 G -H >425 240 F We We BCLL 0.0' Rep Stress lncf VES WB 025 Wili 0.1 0.144 G4f >770 240 Weight: 63 lb FT=20% BOOL 7.0 Cade IRC2012/TP12007 (Matra) LUMBER- SPACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed a 6-0A ac purlins, except end vedicals. BOT CHORD 2x6 OF 11K)OF 1.6E or 2x5 OF SS BOT CHORD Rigid celllrg directly applied or 9-11.1 ac bracing. WEBS 2x4 OF SNdl51d MRek recommends that Stabilizers and required cross bracing be Installed tlud� Wss erection In eccerdance with Stablllzer Installation aide. REACTIONS. (lb/size) F-391/Mechanloal, B--943AO W (min. 0-1-8) Max Horz B=259(LC 8) Max UpIlill67(LC 8), B- 66(LC 8) FORCE& (Ib) - Max. CompAMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD B -C-711/67 13OTCHORD B -H -242/518,G -H=2421518 WEBS C -H-223/561, C -G-684/328, D-13-275/162 NOTES 1) Wind: ASCE 74 (3 -second Vuft=115mph (3-cond gust) V(IRC2012)�91 mph; TCOL-4.2psl; BCDL=4.2ps1; h-45it; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zona; cantilever left and right exposed ;Lumber DOL --1.33 plate grip DOL --1.33 2) This truss has been designed for a 10.0 psi bottom chord INe load nonconaurrent With awry other live bads. 3)' This truss has been designed for alive load (A 20.0psf on the bottom chard In all areas where a rectangle 3-" tall by 240 wide wet 111 between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 0 except (II=Ib) F=167. 6) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVI-PI 1. 7) "Semi-dgid pitchbreaks with fixed heats" Member end fixity model was used In the analysis and design of this truss, LOAD CASE(S) Standard -140 a`-mraiDIV9bUreSpAEX2aya7rl. 1-0-0 4-&O 8-0-0 400 4-0-0 � BPAMNO- 200 Vert( L) -0.36 &E >252 240 TTCCLLLADING HM(TL) 0.00 Plate Onp DOL 1.15 Wnd(LL) DW C31. TOOL 7.0 Lumber DOL 1.15 TOP CHORD TC aii; BOLL 0.0 ' Rep Stress lncr YES BC 0.41 INS WB BI 7.0 Code 0.14 (Matrix) ( LUMBER- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.15Btrm 2x4 DF -N 1WOOF 1.6E BOT CHORD 2x4 DF 1800E 1.6E ar 2x4 DF NO,15Btr or 2x4 DF -N 1BWF 1.6E WEBS 2x4 DF ShKi0d REACTIONS. (Ibrslze) E--364Mechankcal, 8--493/0.5.8 (min. 0.1-8) Max Hwz B=9g(LC 8) Max LIPI61E-162(LC 8), B_ 56(LC 8) FORCES. (Ib) - Max. COmPAAax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD BC=410A5 BOTCHORD S -E -174Y288 WEBS GE -321Y209 DEFL. In Ved(LL) -0.18 (lac) Vde6 LM &E >616 380 PLATES GRIP Vert( L) -0.36 &E >252 240 MT20 M195 HM(TL) 0.00 E rVa nia Wnd(LL) DW B "^ 240 Weight: 391b FT=20% BRACING - TOP CHORD Sheathed w 6-0.0 oc purlins, except eM verticals. BOT CHORD Rigid calling directly applied or 1o."M bracing. kho recommentls chat Stabilizers and required cross bradrg be Installed during I truss erection in accordance whh SWbllizer Installaij aide. NOTES - 1) Wind: ASCE 7e gr Vulf=115mph (3 -second gust) V(IR(x012)�tmph; TCDL=4.2psf; BCDL-4.2psh h=25tt; Cat II; Exp C; enclosed; MWFRS (ernelope) gable end om; camikevar leIt and r M ex DOL=1.33 E 7-1grip DOL=1.33 2) This truss has been designed for a 10.0 pat bottom chord live bad nonconcurrem w4h any OVrer live bads. 19 posed ;Lumber 3)' This truss has been designed for a line load o120.Opgf on the bottom Chord In all areas where a rec"le 3-6.o tall by 2-0-0 wAd. will fit between the bottom chord and any other members. 4J Refer M girder(s) for truss to truss canrieglons. 5) Pro�Ne mechanical connaglon (by Where) of trues to bearing plate capable of withstanding 100Ib uplift at joint(s) B except (ddb) E=162. 6) This truss Is designed In accortlance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVIPI 1. 7) °Seml-dgld Pitchbraakcs with fixed heels" Member end fixity model was used In the analysis and deslgn of this truss. LOAD CASES) Standard 17-092012T Type LOADING Ipso SPACING- 280 CM Plate Gr 1p DOL 1.15 TC 0.20 7.0 TCDL TCLL 35.0 Lumber DOL 1.15 BC 0.41 I3CLL 0.0' Rep Suess la< VES WB 0.15 Code IRC2012/FP12007 (Matrix) BCDL 7.0 LUMBER - TOP CHORD 2x4 OF 18WF 1.6E a 2x4 DF No.18Su a 244 DF -N 1BWF IBE BOT CHORD 2x4 OF 18MF 1.6E or 2x4 OF No.f BBtr or 2x4 DF -N 1800F 1.8E WEBS 20 DF StudISW REACTIONS. (lb/slze) =7"0-"' (min. 0-1.8), D�74Medwlml Max H. A216(LC 8) Mex UplittA-17(LC 8), D-1 66(LC 8) 0-0 DEFL. In (loo) Wall Ud PLATES GRIP MT20 2201195 Ven(LL) -0.18 A -D >516 360 Ver(TL) -0.36 A -D >262 240 Hwz(TL) 0.00 D Na na0 Weight: 371b FF=20% Wnd(LL) 0.00 A BRACING- TOPCHORD Sheffihad a 6-m co purlins, except end ver6eale. BOT CHORD Rigid calling directly applied OF 1080 M bracing. irusskaecllonmin accertlance wllhilIze mSlehiliza 1lnsbllibn�de� b. installed during FORCES. (lb) - Max. Comp.Max. Ten. -All forces 250 (Ib) or lass except when shown. TOPCHORD A-8=-409/20 SOTCHORD A -D-183/288 WEBS B -D -345/220 NOTES 1) Wind: ASCE 7.10; VuIS715mph (3-sewrid gust) V(IRC2012)�1mPh; TCDL-L.2psf; BCDL=42psf; f>— m Cffi. II; Exp C; endosed; MWFRS (enwrlope) gable enzone; caMilaver left and right exposed ; Lum r DOL=1.33 plate grip DOL=1.33 2 2) This truss has been tlesignstl is a 10.0 pd bodom chord INe batl rwncorxurrem with any other live loatls. 3)' Thls Truss has been designetl for a Ilve load d 20.Opffi on the bottom chord in all areas where arectangle 3-fi-0tall by 280 widewlll fit between the bottom chord and any cher members. 4) Refer to girders) fa truss to truss cronnececns. 5) provide mechanical connection (by oNers) of truss to bearing plate capable d w8hslaMhe 1 W I 1 uplift ffi pinl(s) A except (i1=1b) D=1 I7j gel mi gy p�id.bfeelamvrilh fa tlheels Member enU fizirybmodeRwas used iCnghee anah'sls antl desRno MIsiruss.2and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard -140 u...... oi.ee.�"PAEX2flVi 1-0-0 6-5.12 6-812 I LOADING (� TCLL 35.0 SPACING. 2.0.0 �I' TCDL 7.0 Plate Gap DOL 1.15 Lumber DOL 1.15 TC 0.63 OEC In Vert(LL) -0.07 (lac) Vtlefl Lid &D >999 PLATES GRIP BOLL 0.0 • BOf 7.0 Rep Stress lrcr YES SO 0'25 Ved(TL) -0.15 380 B -D a49p 240 MT20 2201195 Code IRC2012RPI2007 ( mx�'00 Horz(TL) o.00 We Na LUMBER- Y10M(LL) 0.00 B — 240 Weight: 27 lb Fr=20% TOP CHORD 2x4 DF 1800E 1.6E or 2x4 DF Ne.18Bb w 2x4OF-N 1800F 1.6E CHORD 2x4 DF 180)E 1.6E w2x4 DF No.i6Bbor2x4 BRACING - TOP CHORD WE DF -N 1800E 1.6E WEBS 2x4 OF SIudeld BOTCHORD Sheathed or 80.0 oc purlins, except end verticals. Rigid calling directly applied w 1040 oc bradrg. REACTIONS. ItVsiZe D-287 ( ) viral, B=427N5.8 (min. 81-8) Max MITI recorn that SiaNlbes and required crass bracing be Installed during truss ere Won Inwx IIrI wI Stabilizer Horn B=198(LC e) tW6) lnslalWtlon guide. Max Up116D-129(LC 6), 8= 52(LC 8) FORCES. (Ib) - Max. Comp.Mtax. Ten. -All faces 250 (lb) or less except when shown NOTES- -10; 1) Wlnd: ASCE 7e gr Vult=115mph (3-secrontl gust) V(IRC2012)�1 mph; TCDL-4.2psf; BCDL=4.2psi; h=2511; Cat. II; Exp C; andosed; MWFRS (emrelope) gable end zone; cantilever left arM right ex D0�1.33 plate grip DOL=1.33 2) This buss has been designed for a 10.0 psi bottom chord live load nonconcurrem with any other live loads g posed; Lumber 3)' This truss has been tress to truss for a Ilve load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0fall by 240 atria will til between the bottom chord and any other members. 4) Refer to gird a(s) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of wbhstan ding 100 lb uplift at )oint(s) B except -0 wide D=129, 6) This truss Is desigrstl In accordance with the 2012 International Residential Code sections 8502,11 ,1 and A802 10.2 and referenced standard ANSUIPI 1. 7) "Semi-rigid pitohbreaks wird fined heels" Member end fixity, model was used In the analysis and design of this truss. LOAD CASES) Standard 17.092012T -1.0-0 5-11-11 1-0.0 5-11-11 SPACING- 2-0-0 CS. LOADING (ps0 plate Or DOL 1.15 TC 0.51 TCD 06.0 Lumber DOL 1.15 BC 0.21 TCDL 7.0 Rap Suess nor YES WB 0.00 BCLL 0.0 ' Cade IRC2012/IP12007 (Matrix) BCDL 7.0 LUMBER - TOP CHORD 2x4 OF 180DF 1.6E a 2x4 OF No.1&Btr a 2x4 DF -N 1800F 1.6E BOTBCSHORD 2x4 OF IBSIud51d6E or 2(4 DF No.t&str or 2x4 DF -N 1800F 1.6E pFACTIONS. Ob/Slbe) D=261Mechanbal, B=397/0-58 (min. 0-1-8) Max HorzB=184(LC 8) Max UpI01Ds118(LC 8), B— 51(LC 8) BRACING- TOPCHORD Sheathed or 6-11-11 ocpurllm, excepteridverticala. BOT CHORD Rigid ceiilrg directly applied or 1600 oc bracing. truss erect oni minbeacooedance wIt llhS llmrlinslall hnb( lci ba:ailedduring 'ORCES. (lb) - Mex Gomp./Max. Ten. -All forces 250 (Ib) a less except when shown. VOTE& able end mne; cantilever left and right exposed ; Lumber 1) Wintl: ABLE 7-10; Vutt=115mph (3�econd gust) V(IRC2012)�1mph; TCDL�i.2psl; sCOL=4.2psf; h�5a; Cal. II; 5cp C; eMosed: MWFRS (envelope) 9 61. tr. to 11 DOL=7.33 piste grip DOL=1.33 2) This buss has been tleslgned fa a 10.0 psi bottom chord INe load rronconcurrent wIh any dher live bads. 3)' This truss has been tlesgnef for 1 live load oI 20.Opsf an1Fe bottom chond in all areaswhere a rectaigle 3-8-0tall by 24}0 witle will fa between the bosom chord and any other members. 4) Refar Io girders) for truss to truss connections. b D=118. 5) Provide mechanical connection lM gibers) oI truss to bearing Fla\e capable d wehstanding 10016 uplift at pinna) 8 except (jld ) 7j Seml ngltl pidtdlbreaks' wl�lh�tixed hceaeL' Membei2eM 6py mo 1 Rwasutsed In th, ly s tlesign W tlrRs truss0.2 and referenced standard AN51l1PI 1. LOAD CASE(S) Standard Wait L/d PLATES GRIP DEFL. Vert(LL) in too) -0.05 B-0 >999 860 MT20 220/195 Ved(TL) -0.11 B -D >635 240 Hax(T1.) 0.00 rda Weight: 2516 FT 20% Wind(LL) 0.00 B 2n/a0 BRACING- TOPCHORD Sheathed or 6-11-11 ocpurllm, excepteridverticala. BOT CHORD Rigid ceiilrg directly applied or 1600 oc bracing. truss erect oni minbeacooedance wIt llhS llmrlinslall hnb( lci ba:ailedduring 'ORCES. (lb) - Mex Gomp./Max. Ten. -All forces 250 (Ib) a less except when shown. VOTE& able end mne; cantilever left and right exposed ; Lumber 1) Wintl: ABLE 7-10; Vutt=115mph (3�econd gust) V(IRC2012)�1mph; TCDL�i.2psl; sCOL=4.2psf; h�5a; Cal. II; 5cp C; eMosed: MWFRS (envelope) 9 61. tr. to 11 DOL=7.33 piste grip DOL=1.33 2) This buss has been tleslgned fa a 10.0 psi bottom chord INe load rronconcurrent wIh any dher live bads. 3)' This truss has been tlesgnef for 1 live load oI 20.Opsf an1Fe bottom chond in all areaswhere a rectaigle 3-8-0tall by 24}0 witle will fa between the bosom chord and any other members. 4) Refar Io girders) for truss to truss connections. b D=118. 5) Provide mechanical connection lM gibers) oI truss to bearing Fla\e capable d wehstanding 10016 uplift at pinna) 8 except (jld ) 7j Seml ngltl pidtdlbreaks' wl�lh�tixed hceaeL' Membei2eM 6py mo 1 Rwasutsed In th, ly s tlesign W tlrRs truss0.2 and referenced standard AN51l1PI 1. LOAD CASE(S) Standard 5-0-0 LOADING(psQ SPACING- 2.0-0 CSI. DEFL, In (loc) Vde6 Ud PLATES GRIP TCLL 35.0 Plate Gdp DOL 1.15 TC 043 Ven(LLL -0.11 G -H >999 360 MT20 2201195 TCDL 7.D Lumber DOL 1.15 SC 0.31 Ved(TL) -0.22 G -H >942 240 BCLL 0.0 ' Rep Stress Inor YES WE 0.46 Hoa(TL) 0.01 F n/a iVa BCDL 7.0 Code IRC2012/1P12007 (Maldx) Wnd(LL) 0.03 G -H >999 240 Weight: 1001b FT=20% LUMBER - TOP CHORD 2x4 OF 1800E 1.6E or 2x4 DF No.laBV or 2x4 DF -N 1800E 1.6E BOT CHORD 2x4 DF 1800E 1.8E or 2x4 DF No.l58tr or 2x4 DF -N 180DF 1.6E WEBS 2x4 DF Stu&Std REACTIONS. (Ib/size) 1-841/0-3-0(min.0-1-8), F-84Lll-3.8 (nYn.0-1-8), F=841/03-8 (min.0-1-8) Max Harz I-67(LC 4) Max UpIRI— 155(LC 8), F-157(LC 9) BRACING- TOPCHORD BOTCHORD Sheathedor&11l15ocpurline, exceptendvertinale Rigid calling directly applied or 100-0 cc bracing. MlTak recommends that Stabilizers and required cross bracing be Irolalled during truss erection In accordance with Stabilizer Installation uide. FORCES. (b) -Max. Comp./Max. Ten. - All farces 250 (Ib) or lass except when shown. TOP CHORD A-1-817/164, A-8—&51/130, BC -1159/242, C -D— 1196251, D -E=-8701134, E -F-616/167 BOT CHORD HJ -109/610, J -K-109/610, G -K-109/610 WEBS A -H -154H038, B -H-953272, GH— 140/535, C -G-151/579, D -G-983281, E.G-156/1044 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL-4.2psf; BC4)L=4.2psf; h=25fl; Cat. ll; Exp C; encased; MWFRS (envelope) gable erci zone; cantilever left and right exposed ; Lumber DOL -1.33 plate grip DOL -1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live bad nonconcurrem with any other live loads. 6)' This truss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bosom chord and any other members, with BCDL= 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except QI=lb)1=155, F=157. 7) This truss Is designed in accordance with the 2012 International Residentiat Code sections R502.1 1.1 and 8802.10.2 and referenced standard ANSVIPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 17-092012T LOADING (psi) SPACING- 2-0-0 CSI. TCLL 35.0 Plate Grip DOL 1.15 TC 0.17 TCDL 7.0 Lumber DOL1.15 BC 0.13 BCLL a.o ' Rep stress Ina VES WB 0.00 BCDL 7.0 Code IRC2012hP12007 (Matrix) LUMBER - TOP CHORD 2r4 DF 1800F 1.8E w 2x4 DF NO.1&Bir or 2x4 DF -N 1800F 1.8E BOT CHORD 2x4 DF 1800E 1.8E W 2x4 DF No.1&Bir of 2x4 DF -N 18D0F 1.BE WEBS 2x4 DF SNNSId WEDGE Left: 2x8 DF SS or 195DF 1.7E REACTIONS. (Ib/size) D-/58110echanical, 8=27810.5-8 (min. 61-8) Max HmB—la%LC 8) Max UTAMD-121(LC 8) Max GraVD-170(LC 15), B278(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. -All forms 250 (Ib) or less except when shown. DEFL. In (loc) Men Ud PLATES GRIP Ved(LL) -0.01 B -D >999 380 M720 220/195 Ved(TL) -0.02 B -D >999 240 Horz(TL) 0.00 We his Wnd(LL) 0.00 B — 240 Welghl: 21 lb FT=20% BRACING- TOPCHORD Sheatlteda3.7-10ocpurlins, "oeptendverticals. BOT CHORD Rigid ceiling diredly applied or 1000 ac bracing. MRek recommends that Slabllizers and required cross bracing be Installed during Wsserection In accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7.10; Vulbt 15mph (3 -second gust) V(IRC2012)m91 mph; TCDL-4.2psf; BCDL-4.2psh h=25ft; Cat 11; Exp C; endosed; MWFR3 (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --i.33 plate grip DOL --l.33 2) This truss has been destined for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opd on the bottom chord in all areas where a rectangle 66-0 tall by 20-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstarding 100 lb uplift at joint(s) except (P=1b) D=121. 6) This truss's designed In accordance with the 2012 International Residential Cade sections R502.1 1.1 and R802.10.2 and referenced standard ANSUIPI 1. 7) "Seml-rigid prichbreaks with Ived heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard -1-0-0 2-3-70 ..............E LOADING (70 SPACING- 240 TCLL 35.0 Plate Grip DOL 1.15 TCDL 7A Lumber DOL 1,15 TC 0.07 BCLL 0.0 ' Rep Stress Incr VES BC 0'05 BCDL 7.0 Code IRC201 M12007 WB 0.00 (Matrix) LUMBER. TOP CHORD 2x4 DF IS00F 1.8E w 2x4 DF No.1&Bir or 2x4 DF -N 1800F 1.6E SOT CHORD 2x4 DF 1800E 1.6E or 2x4 DF ND.I&Btr or 2x4 DF -N laoDF 1.6E WEBS 2x4 DF ShdBtd WEDGE Left: 2x8 DF SS or 1950F 1.7E REACTIONS. (lb/s¢,) D=B2Mleciianlos, B=2220,(min. 0.1-e) Max Harz 8=128(LC 8) 5-8 Max UplittD-73(LC 8), 60/=-e(LC 8) Mex GravD-Q3(LC 15), B=222(LC 1) DEFL. Vert(LL) in (loc) -0.00 B -D Iden >999 Ud 360 Vert(TL) H—(TL) -0.00 S -D Doo X999 rVa 240 We Wmd(LL) 0.00 B •"• 240 PLATES GRIP MT20 220/195 Weight: 15 lb FT=20% BRACING - TOP CHORD Sheathed or 2310 oc purlins, except end vedirala BOTCHORD AISId telling directly applled or 1040 oc bracing. Mfiak recommends tltat Slabllizers and required cross bracing be Installed during trues erection In accortlanca with Stab111Mrinstallabon ude. FORCES' (lb) -Max. CompJMax. Ten. - All faces 250 (Ib) or leas except when shown. NOTES - 1) Wind: ASCE 7-10; VuIW115mph (3.second gust) V(IRC2012)�1mph; TCDU4.2psf; BCDL-t2psF h�5ft; Cat. II; Exp C; erxAosetl; MyyFRS (envelops) gable end mrre; caMllever IeR and r M ez DOL -1.33 plate grip DOL --1.33 2) This trues has been designed for 110.0 Psi bottom chord live bad roncorxarrreM with any other live baits. 19 PosYd: Lumber 3)' This truss has hear desitrues t truss for a live load of 20.Ops1 on the boilwn chord in all areas where erectangle 3-6-0 tail by 240 code will gl between the bottom dwrtl and arty other members. 4) This to ss has been truss to trussaconnectionsflloadof mechanical Connection of to le Of 6) Th�4uss Is designed in accordance with the 201122 InterrnnatlpaRes dental Gods sectbr� R502. 100 1 1,1ft at R� 10.2 and referenced standard ANSIRPI 1. 7) "Semi-dgld pitchbreaks with (ked heels" Member end fixity model was used In the analysis antl design of this truss. B. LOAD CASE(S) Standard 17.092012T Type 1 -o -o elan REACTIONS. (lorrize) D=156M1echamoal, B=306r0.58 (min. &1-8) Max Harz 0=130(LC 8) Max UpIIfID=-73gLC 8). B-48(LC 8) Max Grayo-i57(LC 15). B=3060LO 1) FORCES. (lb) - Max. ComplMax. Ten. - All farces 250 (lb) or less except when shown. NOTE& t) Wintl: ASCE 7-10; VUIF-t 15mph (3semnd gust) IR TE TCDL=4.2psi; SCOL�i.2psi; hOSB; Cat. II; Exp C: enclosed; MWFRS (ernelope) gable end zone: caMllever kit and right exposetl : Lumbar DOL=1.33 plate gdp 001.33 12 1 2) This Iruss has been desgned for a 10.0 pst hoaom chord Ilve load norx:oricurreM wah arty ocher live bads. 3)' This hush has bean designed for a Iiw: load of 20.Opsf on the UoBam rd in all areas wMre a rectangle 3-fi0 tall W 2-0-0wlde -link between Bce bottom chord and arty other members. 4) Refer to girders) far Uuss to truss cronnedlons. mi.l 5) Provide mecfranbal connecfion (by others) d buss to beadng plate capable d wahstanding t001b up"" ai)dM(s 1O, B. one 7j Sesmi-dgld pltchMeaks with ed eh eisMembar end exiry model awes used n lice anaysis adesiign of�jyRed110.2 and referenced slaMartl ANSIIiPI 1. LOAD CASEIS) Standard DEFL, in (bc) Vdeil Ud PLATES GRIP MT20 220/185 LOADING(Pat) SPACING- 24.0 ToCSI TC 0.17 Ved(LL) 4.01 B -D 0/999 860 07.0 Plate Grip DOL 1.15 BC 0.08 Ved(TL) 4.02 B -D >999 240 Lumber DOL 1.15 TCDLTOLL 7.0 VES WE 0.00 tbrzlTy 0.00 Na 240 Weight: 171b Fi=20% Rep Stress lrxx 13GY.L O.o ' Code IRC2012/TPIM7 (Mahlx) am WindlLl) 0.00 B BML 7.0 BBACING- Sheathed or &17-17 oc Purlins, except end verVcals. LUMBER- i.6E or 2x4 DF No.t&Bh or 2x4 DF -N 1800F 1.6E TOP CHORD BOT CHORD Rgld calling directly apPlled or 1044 oc bradng. TOP CHORD 2x4 DF 1SWF CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Bh 0/r 2x4 DF -N 1800F 1.6E MTek rewmmerds Thal Stabzers and required crass bracing W installed dudrg BOT WEBS 2x4 OF SludfSM truss erection In accordance with Stadlizer Inslalklbn ulda. REACTIONS. (lorrize) D=156M1echamoal, B=306r0.58 (min. &1-8) Max Harz 0=130(LC 8) Max UpIIfID=-73gLC 8). B-48(LC 8) Max Grayo-i57(LC 15). B=3060LO 1) FORCES. (lb) - Max. ComplMax. Ten. - All farces 250 (lb) or less except when shown. NOTE& t) Wintl: ASCE 7-10; VUIF-t 15mph (3semnd gust) IR TE TCDL=4.2psi; SCOL�i.2psi; hOSB; Cat. II; Exp C: enclosed; MWFRS (ernelope) gable end zone: caMllever kit and right exposetl : Lumbar DOL=1.33 plate gdp 001.33 12 1 2) This Iruss has been desgned for a 10.0 pst hoaom chord Ilve load norx:oricurreM wah arty ocher live bads. 3)' This hush has bean designed for a Iiw: load of 20.Opsf on the UoBam rd in all areas wMre a rectangle 3-fi0 tall W 2-0-0wlde -link between Bce bottom chord and arty other members. 4) Refer to girders) far Uuss to truss cronnedlons. mi.l 5) Provide mecfranbal connecfion (by others) d buss to beadng plate capable d wahstanding t001b up"" ai)dM(s 1O, B. one 7j Sesmi-dgld pltchMeaks with ed eh eisMembar end exiry model awes used n lice anaysis adesiign of�jyRed110.2 and referenced slaMartl ANSIIiPI 1. LOAD CASEIS) Standard .1-00 3-512 .. . 1-0-0 3-5-12 LOADING (7f) TCLL 35.0 SPACING- 2-00 Plate Gdp OOL 1.15 CSI. TC DEFL. In (lac) Vdefl W PLATES GRIP TOM 7.0 Lumber DOL 1.15 0.11 BC 0.06 Vert(LL) -0.00 Verl(TL) -0.01 B -D >999 360 B -D >999 240 MT20 220/195 BCLL D. Rep Stress lror VES WB 0.00 Hou(M) 0.00 Na We BCDL 7.0 Code IRC2012fTP12007 (Matrix) WirKKLL) 0.00 B — 240 Weighh 151b Fr=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1811tr or 24 DFN 1800F 1.6E TOP CHORD Sheathed or 3512 oc purlins, except end vedlmis BOTCHORD 2x4 DF 1800E 1.6E or 2x4 OF No.i88tr or 2x4 DF -N 1800F 1.6E BOTCHORD Rigid ceiling direc0yaWIW or 100.0 co bracing. WEBS 2x4 OF 3Wd/Sld M re'recommends that Stablicers and required cross bracing be installed durlrg REACTIONS. (lb/size)MaxHo D=116(LC hanicel, 628,ciUS3 (min. 01-8) truss erection in accordance with Stablllzer InstaRatlon uida. ax Harz 8) D= 61(LC Max UpIIfiGravD�i(LD B), 88=285( Max GravD=731(LC 15), 8=285(LC i) C FORCES. (Ib) - Max. CompAlax. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Wend: ASCE 7-10; Vu1t=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psh BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ;Lumber DOL --1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord INe load nunconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0tall by 20-0 Wide will ib between the bottom chord and any otter members. 4) Refer to girders) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to tearing plate capable of withstanding 100 Ib uplift at joint(s) D, B. 6) This truss is designed In acmtdanca with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 7) "Semi-rigid pitchbreaks with feed heels" Member end tixity nodal was used In the analysis and design of this truss, LOAD CASE(S) Standard HIM puss type 3-5-12 3-5-12 MMU LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) VdeB Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.16 Vert(ILL) -0.00 AC >999 360 MT20 220/195 TCDL 7.0 Wmbar DOL 1.15 BC 0.08 Vert(TL) -0.01 AC >999 240 BOLL 0.0' Rep Stress Ina VES WE 0.00 Horz(TL) 0.00 rda n/a BCDL 7.0 Cade IRC2012/rP12007 (Matrbc) Wind(LL) 0.00 A — 240 WelgM: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 18OOF 1.6E or 20 OF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 3;.12 oc purlins, except entl verticals. GOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 1800F 1.6E SOTCHORD Rigid calling directly applied or 1&0.0 oc bracing. WEBS 2x4 OF SludrStd Mlle rr=mMMonds that Stabilizers and required cross bracing be Installed during truss erection In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) A=152/05-8 (min. 0.1-8),C=152/Mechaniml Mau Horz A=93(LC 8) Mm UpliftA-3(LC 8), C-71 (LC 8) FORCES. (lb) - Mex CompJMax. Ten. -All fortes 260 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vu8=115mph (3 -second gust) V(IRC2012)21mph; TCDL=4.2psf; BCDL-4.2psh h25ft; Cal. II; Exp C; enclosed; MWFRS (em/elope) gable end zone: canMever left and right exposed ; Lumber DOL=1.33 plate grip DOL -1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wlIh any other live $Dads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34W tall by 200 wide will ra between the bottom nhord and any Wier members. 4) Refer W girder(s) for trues to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at jolm(s) A, C. 6) This truss Is designed In accortlance with the 2012 International Residential Code sections R502.11.1 and R802,10.2 and referenced standard ANSVIPI 1. 7) "Semi-rigid pitchbreaks with faed heels" Member end fi>uty model was used in the analysis and design of this truss. LOAD CASE(S) Standard LOADING (psf) SPACING- 2-0-0 Cal. DEFL. In (hoc) Wall L/d PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.08 Ved(LL) -0.00 B >999 360 W20 220/195 TOM 7.0 Lumbar DOL 1.75 Be 0.02 Vert(TL) -0.00 B -D >999 240 I BCLL 0.0 ' Rep Stress Incr VES WB 0.00 Horz(TL) 0.00 We n/a BCDL 7.0 Code IRC2012"12007 (Matrix) W9nd(LL) 0.00 B "" 240 Weight: 9 I Ff=20% LUMBER - TOP CHORD 2x4 DF 180oF 1.6E w 2x4 DF N0.1&Btr w 2x4 DF -N 1800E 1.6E BOT CHORD 2x4 DF 7800F 1.6E or 2x4 DF No.t&Btr w 2x4 DF -N 1800F 1.6E WEBS 20 OF StudrStd REACTIONS. (lb/size) DS7/Mechanical, B=212N5.8 (min.0-1.8) Max Hwz B=75(LC 8) Max UpliftD-26(LC 8), B-47(LC 8) Max GravD=60(LC 15), 8=212(LC 1) FORCES. (Ib) - Max. Comp./Mu. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Sheathed or 1.11.11 ocpurlins, exceplendvedlcala BOTCHORD Rigid calling directly applied or 1080 oc bracing. MRek recommends that Stabilizers and required crass bracing he IrMalletl dunrg tmss erection In accordance with Slabilizw lnslallatlon ukle. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)mgt mph; TCDL-4.2psf; BCDL=4.2psi; h --25a; Cat. II; Exp C; enclosed; MWFRS (envelops) gable end zone; cantilever left and right exposed ; Lumber DOL -1.33 plate gdp DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live bad nonconcurrem with any other live bads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-60 tall by 280 wide will fn between the bottom chord and any other members. 4) Rater to glyder(s) for truss to trees connections. 5) Prmlde mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at pim(e) D, B. 6) This truss is designed In accordance with the 2012 International Residential Code sections B502.1 1.1 and 8602.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-dgid pltchbreaks with fixed heels" Member and fixity model was used In the analysis and design of this truss. LOAD CASES) Standard Jabtruss TOPCHORD Sheathed or 2-2-0oc purlins, except eM veNoala =. rw Rigid ceiling directly applied or 685 oc towing. Except: •^r WEBS 1 Row, at mbpt G -T, HS, J-0, L -P 17-0320127 K01 Roof Special 1 1 Jab R.I.. tonal SMCWEST (IDAHO Mw). IDAHO FALLS, ILI 53102 uD:EEms Ju1152018$pA:9200s7ri-kL 0f pZoGIKh26lea,7S Wads 2706:5]11201] sagge1 ID:EEmt81blk2gbQreSpAEX2aya7rl-kLPKf7pZo04Kh26RT7SAl3_rMwP8Um73ReD7oMyZUv 1-6.0 1-0. 4-7-14 9.3.12 16312 22.8-5 28-2-8 33-311 39.3-13 4411-0 -0- 1-8-0 3-1.14 d-7-14 8-0.0 7-49 5.8-3 5-8-3 i 5-7-3 5-7-3 emnr u= s+ v u�. s+n $ 9312 155-12 22-8-5 0 n 25-10-8 28-2-8 33-5-8 33@-11 39-3-13 4411-0 x-80 1-8-0 7-9-12 a-60 7-4-9 32-3 2-4-0 5-3-0 0- 5-7-3 S7 3 Plate Offsets X — 8:0800-08 F:OS-00-25 HA4-00.1A :0.8.861-12 SA2-1263-4 LOADING(psQ SPACING- 2-08 CSI. DEFL. In (bo) Udell Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.95 Vert( -0.22 W-% >999 380 Mr20 220/195 TOOL 7.0 Lumber DOL 1.75 BC 0.61 Ved(TL) -0.39 W-% >999 240 Mr20H9 165/748 BCLL 0.0' Rep Stress lrxr YES WS 1.OD Horz(TL) 0.20 P Na rJa BCOL 7.0 Code IRC2012/rP12007 (Matrix) Wnd(LL) 0.14 W-% >999 240 Weight: 32216 FT=20% LUMBER - TOP CHORD 20 OF 1800F 1.6E or 2)(4 OF No.1&B8' or 20 DF -N IBDOF 1.6E BOT CHORD 2x4 OF 180DF 1.8E or 2x4 OF No.1&Btr or 20 DF -N IBODF 1.6E WEBS 2x4 OF I80DF 1.6E or 2x4 OF No, I&Bir or 2x4 DF -N 1600F 1.6E'ExcepP WI4,WI I,W13,W10,W3,W 77,W16,W15: 2x4 DF SIudlStd REACTIONS. (lb/size) 8=1353/05.8 (min. 0.1.8), P=3747/058 (req. 0.4-0), N— 62&Ofi-8 (min. 0.1-8) Max Hors B=309(LC 8) Max UPII10-26D(LC 8), P-738(LC 8), N-990(LO 19) Mm GravB=1362(LC 19), P=3747(LC 1), N=283(LC 8) BRACING- TOPCHORD Sheathed or 2-2-0oc purlins, except eM veNoala BOT CHORD Rigid ceiling directly applied or 685 oc towing. Except: 1 Row at midpt IS WEBS 1 Row, at mbpt G -T, HS, J-0, L -P 2 Rows at 113 pts K -P MITek recommends that Stabilizers and required aoss bracing he Instal led tluring truss erectbn In accordance with Stabilizer Installation uide. FORCES (b). Max. CompJMax. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD B -C -17841293, C -D-3410/860, D -E-2493/599, E -F=1818/968, F -G-7414/356, G -H-610/782, J -K -31F338, K•L-"1489, L -M -24M49, M -N-264/1022 BOTCHORD B -Z-4.95/1385, 0•AA-1187/379,P-AA-1781f379, RAB-789Y132, O-AB-7891132,WX 765/2429,V-Wa523/1503, U-V=323/1fiO3, T -U-324/1 W1, S -T-11435, D -X-339/1109 WEBS E -W-1112/454, F -W-49/540, G -T-1408/436, H -T-2011925, HS -1267!379, J -0-1575P355, K -O-471/1980, K -P-2980/602, L -P-87=58, L-0-111/619, M-0-943/287, OS -387/218, J-8-237/1147, C-2773363, C -X-40.5/1308, X -Z---534/1492 NOTES - 1) Unbalanced root Ilve loads have been wnsbered for this design. 2) Wind: ASCE 7-10; Vu1b115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-4.2psf; BCDL-4.2psi h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable and zone; cantiever left and right exposed ; Lumber DOL=1.33 plate grip DOL -1.33 3) Provide adequate drainage to prevent water boning. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 1O0 psi bottom chord INe load nonowcurrem with any other live bads. 6)' This truss has been designed for a Ilve load of 20.Opsf on the bottom chord In all areas where a rectangle 3,6-0 tall by 259 Wide will It between the bottom chord and anng size at joint(s) P greater than input bearing size. lection (by others) of truss to bearing plate capable of withstanding 1001b uplift at jolnt(s) except (j1=lb) B=260, P=738, N=D. accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVIPI 1. with fixed heels' Member end exit' model was used in the analysis and design of this truss. LOAD CASE(S) Standard r r 17-OM12T KK01 HaB HIOGirder 1 2 Job Bohdremos(cindprall SMC WEST(IDAHO FALLS), IDAHO FALLS, ID 83402 Run: B."a Jul 152016 Print: 8.000 a Jul 152016 MRek Industries, Inc. Wed Sep 270657:122017 Pagu1 ID:EEmt8lblk7gbOreSpAEX2aya7rt-CXzitLgBZKCBIChe f g7P0CXCVKsmOPuDg1zYKpyZZ 33-0 6-6-0 11-2-0 14-312 17-5-8 33-0 33-0 480 31-12 31-12 iL .car M4 ^ g A @ @ 0(2(0 33-0 &8-0 11-2-0 14-312 17-5-B 0-2-0 31-0 33-0 480 31-12 31-12 Plate Offsets M)0— 41-7E D:0.4 -13E GA5-00-0-8 LOADING SPACING 240 l`,81. SGripPACING.CS in (be) GRIP 35.0 TOLL 35.0 Plate DOL 1.16 0.16 VertL 404in H-) >999 360GRIP V rt( 999 6DrP.,TE81., 5 TCD- 7.0 Lumber DOL 1.15 BC 0.14 Ved(TL) -0.05 H -I >999 240 BCLL 0.0' Rep Stress kor NO WB 0.19 H=(TL) 0.02 F n1a nda BCDL 7.0 CadeIRC2012/TP12007 (Matrix) Wnd(LL) 0,03 H-1 >999 24016 Fr 20% LUMBER- BRACING - TOP CHORD 2x4 OF 1 BDOF 1.6E or 20 DF No. ISBtt or 2x4 DF -N 1800F 1,6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOTCHORD 2x6 DF 1 BODF 1.6E a 2x6 OF SS BOTCHORD Rigid ceiling dlreckly applied a 1D40 co bracing. WEBS 2x4 DF Slud/Std REACTIONS. (Ib/size) A=1517/MechanlcW,A=1517/Mechanlcal,F=1538!03-0 (min.0-1-8) Max HoYzA-110(LC 4) Max UPMA-626(IC 8), F-639(LC 9) FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD A-8- 2484/1045, B-0=-2288/1 W7, C -D -i875548, D -E=2260/1088, E -F=2396/1011 BOTCHORD AJ— 894/2002, W -894Y2002, I -K-892/1696, K -L--892/1896, H -L=892/1896, G -H-767/1876, F -G=767/1676 WEBS B-1-319/193, C-1=532/880, D -H-507/848, E -H-283@14 NOTES - 1) 2-00, Truss to be connected together with 10d (0.131"53") calls as follows: Top chords connected as follows: 2x4-1 row at (1-9-0 co. Bottom chards connected as follows: 2x8- 2 rows staggered at 0-9-0oc. Webs connected as follows: 20. 1 row at G-9-0 co. 2) All bads are considered equally applied to all plies, except t noted as front (F) or back (S) tam In the LOAD CASE(S) section. Ply to ply cennectio s have been provided to distribute only loads rated as (F) or (B), unless otherwise indicated. 3) Unbalanced roof Ilve loads have been considered for this design. 4) Wed: ASCE 7-10; Vut=115mph (3 -second gust) V(IRC2012)=g1 mph; TCDL-4.2psf; BCDL--4.2psp hm25t; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever let and right exposed ; Lumber DOL --I.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 pat bottom chord We load nonconcurrent with any other live bads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.60 tall by 2-0-0 wide will It between the botom chord and any other members. 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except (Itmib) A=626, F=639. 10) This truss Is designed In accordance with the 2012 International Resdential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/IFI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design M this truss. 12) Hangers) or other connection deNcs(s) shall be proNdad su ficient to support concentrated load(s) 52016 dawn and 364 lb up at 15-6-0,162 Ile down and 14716 up at 8412, and 16216 down and 14716 up at 9-7-0, antl 520 lb down and 35416 up at 11-2-0on bottom chord. The design/sOection of such connector, deNoe(s) Is the responsibility, of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Leads (p)p Vert: A-0-84, CD -84, D -F-84, A -F-14 Concentrated Loads (lb) Vert: 1-520(B) H-520(8) K-162(8) L-162(8) Joe ^°,Y6/ `^Y p 17.092012T L0t Roof Special Girder 1 7 Jobflderence lomat K Inuava,nc.ert 3e475713217 P9tB WEST (IDAHO LS), IDAHO F S, ID 83402 Run:9.000s Ja1152016P nc8.000sJu1152016MTeTyhlMvyi6tFyVID:EEmiBlhlkZghQreSpAEX2aya7rl-gkX44ggpKeK2wLOgbYUexUDXk5e 1-0 1-8-0 3-1-16 5-108 8- -12 8-3-02 72.9-12 1]8-1 22-8-5 29-4-7 30-0.9 93-B-11 97.8.7 4/-2-6 44-11-0 -0- 148-0 1-7-14 2-B-10 54 9-0-0 9.0-0 5-2-5 5-2-5 9-&2 38-2 98-2 3-312 32 38-12 u..�m re sm vn a,= m= P con an mv= me= mzn r -0_ 5-10.86 12 8-3-12 /2-3-12 17.6.1 22-&5 25-10$ 26-q•7 30-09 335-8 33.11 375.7 41.2-4 44-11-0 , 013-M141 1- 2-8-10 0-5.4 347-0 3.0.0 5.2-5 5.2.5 3-23� 3-415 P`3.9 38-12 35-12 35-12 Plate Oflsels - 44-061-8 J:0-6-00.2-0 :0-300-23 435 a OA58 :0.500-0-8 :0 -2 -120? -8 AE:08 62-0 LOADING (psp SPACING- 2-0-0 C81. DEFL. In (lac) Utlee (b PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TC 0.78 Ved(LL) -0.23 AA >999 360 1 220/185 TCDL 7.0 Lumber DOL 1.15 BC 0.62 Ved(TL) -0.36 AA >999 240 BCLL 0.0' Rep Stress Ina NO WB 0.93 Horz(TL) 0.15 T Na Na BCDL 7.0 Code IRC2012RP12007 (Matrix) Wrld(LL) 0.14 AA >999 240 Weight: 3961b FT =20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 2.115 cc purlins, except and verticals. BOT CHORD 2x6 OF 1800F 1.6E a 2x6 DF SS BOTCHORD Rigid calling directly applied or 0." co bracing. Except: WEBS 20 OF StudStd'Except' 1Row at m1lpt K -W WEBS 1 Row at mkipt H -Y, I -X, J -W, WT. N -T W7,W6,W5,W2,W3,W4,W6,W9: 2x4 OF 18001' IAE or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E 2 R at lit pts L -T MITek recommends that Stabilizers and required aces bracing be Installed during 1rm erection In accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=1804/65-8 (min. (M-15), T=47020.3-8 (req. OSO), 0-123905-8 (min. 0-1-8) Man Haz 8209(LC 8) Max UpIIXB---034(LC 8), T-1012(LC 8), r]-16DO(LC 19) Max GravB=1815(LC 19), T-4702(LC 1), 0=A53(LC 8) FORCES. (lb) - Max. Compolvl x Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD EI -G-23841523, C -D-4466/1279, D -E-3234/856, E -F=2922806, F-0=2678/654, G-1-1-2678854, H-1=7155/167, IJ=260/192, J -K— W478, K -L-84/487, L -M-37411780, M -N-486/2795, N -O=-43111754, O -P-313/1169, P-0=440/1613 BOT CHORD B-AG=676/1881, AF -AG -307948, U -AH -1097/398, T -AH -109789B, S -T-1446/435, R.S -958/279, AD4E=1520/4424, AC-AD=85.9/2628, A8-AC=8T79680, AA-AB=653/2598, Z -AA -655/2595, Y -Z---855/2585, Y-AI=194878, X -AI -194878, D -AE -441/1279, K -W-328/132 WEBS F-AC=3A'i/1138, F-AB=292461, H-AB=259/191, H -Y=2016/566, 1-Y=256/1165, I -X= 1396/469, J -X301/1074, J -W=1478/434, L -W=3921699, L•T=2257/488, WT=7444812, N -T -10D3810, NS -207858, OS=10311800, O -R-2621070, P -R- 1377/404, E-AD=109/.6/7, U -W=989848, D -AD— 1942014, C-AG=1031/392, C -AE -60011786, AE -AG -44111118 NOTES - 1) Unbalanced rad live bads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=115mph (3 -second gust) V(IRC2012)291 mph; TCDL=1.2ps1; BCDL-4.2psf; h25ft; Cat. 11; Exp C; enclosed; MWFRS (ewelope) gable end zone; cantilever left and right exposed : Lumber DOL=1.33 plate grip D0L--1.33 3) Pnx lde adequate drainage to prevent water ponding. 4) All plates are 05 M720 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord Ilve load nonconcument with any other line loads. 6) -This truss has been designed to a live bad of 20.Opsf on the bottom chord In all areas where a rectangle 38.0 tali by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL=7.Opst. 7) WARNING: Required bearing size at joint(s) Tgreater than input bearing size. 8) Preside mechanical connection (by others) of truss to bearing plate capable of withstanding 100 He uplift afloint(s) except (p=ib) 8=434, T=1012, 0=1600. 9) This truss Is designed In accordance with the 2012 International Residential Code seclkms P502.1 1.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreeks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss has large uplift reaction(s) from gravity load cowls). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions Indicated. 12) Hanger(s) a other connection device(s) shall be provided sufficient to support concentrated loads) 792 lb down and 284 lb up at 5-108 on bottom Gard. The desigNseledion of such connection device(s) Is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=7.15, Plate Increase --1.15 Uniform Loads (plo Vert: A+-84, F -H-84, HJ -64, J -M— 84, M -P=84, B -AF -14, O.V-14, W-AE=14 Concentrated Loads (Ib) Vert: AD -792(8) 11-113 11-113 LOADING 11 SPACING- 2-0-0 CSI. DEFL. In (Im) VdeB Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.16 TO 0.07 Vert(LL) We - n/a 999 MT20 220/195 TOOL 7.0 Lumber DOL 1.16 Be 0.08 Vsd(R) We - We 999 BCLL 0.0 ` Rep SVeas lncr YES WE 0.15 Hoa(TL) 0.01 H We Na BCDL 7.0 Code IRC2012/I1P1207 (Matrix) Weight: 104 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.8E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. BOT CHORD 2x4 OF 1800F 1.8E or 2x4 OF N0.1&8tr or 2x4 DFN 1800E 1.6E BOT CHORD Rigid calling directly applied or 10.00 oc bracing. WEBS 2x4 OF 1800F 1.6E or 2x4 OF No.1&13ir or 2x4 DF -N 1800F 1.8E WEBS 1 Rax at midpl A -N, C -L, B -M OTHERS 2x4 OF Stud/Sld'Ezcept' MITek recommends that Stabilizers and required am bracing be Installedurxg d ST2,STI:2x4 OF 1BOOF 1.8E or 2x4 OF No. 1&Btr or 2x4 DF -N 1800F 1.6E truss ereotbn In accordance with Stabilizer Installation guide. REACTIONS. All bearings l 1-113. (Ib) - Max Horz N=.563(LO 9) Max Uplift All uplift WO b or less at joini(s) N except H-227(LC 7), K-16S(LC 9), L— 168(LC 9), M-187(LC 9), J-166(IC 9), 1— 169(LC 9) Max Grav All reactions 2501b or lass at jcings) N, K, L, M, J, I except H=624(LC 9) FORCES. (Ib) -Max. Canp./Max. Ten. -All forces 260(ib) a less except when shown. TOPCHORD C-0-37(/162,D-E=528Mi9,E-F-67W81,F-G-6847262,G-H-824/338 BOT CHORD M -N-224/582, L -M-224!562, K -L-224/582, J -K-224/562, IJ -224/582, H-1-224!562 NOTES - 1) Wind: ASCE 7-10; Vu1t=115mph (3 -second gust) V(IRC2012)21mph; TCDL-4.2psf; BCDL-4.2psf; h25f1; Cat. II; Exp C; unclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL -1.33 plate grip DOIL-1.33 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) Gable requires continuous bon= chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live bad narworcurrem with any other live loads. 6) `This truss has been designed for a Ilve load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will fit between the bottom ofmal and any other members. e) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joim(s) N except gt=1b) H=227, K=165, L=168, M=167, J=166,1=169. 7) This truss Is designer! In acoorclance with the 2012 International Residential Cede sections R502.11.1 and R802.10.2 and referenced standard ANSI/IPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard LOADING lip SPACING- 2-0-0 CSI. DEF.. in (loc) Vdefl Vd PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TC 0.07 Ved(LL) We - We 999 VIT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Ved(TL) 1114 - rda 999 BCLL 0.0 ' Rep Stress lncr YES WB 0.16 HorgTQ 0.01 K We We BCDL 7.0 Code IRC2012rNP12007 (MaIrbo Weight: 135 lb FT=20% LUMBER- BRACING - TOP CHORD 2)(4 DF 1800F 1.6E or 2x4 DF No.l&Bir or 2x4 DF -N IBOOF 1.6E TOP CHORD Sheathed or &0.0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1 &Bb or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applled or 10.00 oc bracing. OTHERS 2x4 OF Sludeld'Except' WEBS 1 Row at mklPt F-0 ST5,ST4:2x4 DF 1SOOF 1.6E or 2x4 DF No. 1&Ba or 20 DF -N 1800F 1.6E MI7ek recommends that Stabilizers and rVu,lred las braclrg be inelalletl durlrg truseerectton In accordance with Stabilizer lrslalI lion Tide. REACTIONS. Allbearings21-7-13. (Ib)- Max Hoa AR57(LC 5) Max Uplift All uplift 10011bor less at jolnt(s) A, K, O except Ra118(LC 8), 5=126(LC 8), T=-109(LC B), U -157(L3 8), P-116(LC 9), O=127(LC 9), Ma109(LC 9), L= 157(LC 9) Max Grav All reactions 250 Ib or less at joint(s) A, K, 0, R, 3,T, P, O, M except U=265(LC 15), L=M(LC 16) FORCES. (Ib) -Max Comp.Alax. Ten. -All forces 250 (Ib) or loss except when shown. TOPCHORD A -B -05/207,J -K-2591139 NOTES - i) Unbalanced roof live bads have been considered for this design, 2) Wind: ASCE 7-10; VTft=i 15mph (3-seoond gust) VQRC20f 2)=91 mph; TCDL.4.2psl; BCOL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL --1.33 3) All plates are 1.5x4 MT20 unless otherwise Indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load ronconcunent with any other live loads. 6)' This truss has been designed for a live bad of 20.Opsf on the bottom chord In all areas where a rectangle 3.60 tall by 2-0-0 wide will f4 between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) A, K, O except (A=lb) R=118, 5=126, T=109, U=157, P=116, 0=127, VW09, L=157. 8) This truss Is designed in accordance with the 2012 International Residential Code sections 8602.1 1.1 and R802.10.2 and referenced standard ANSV(PI i. 9) "Semi-rigid pitchbreaks with fixed heels" Member end tildty model was used In the analysis and design of this truss. LOAD CASE(S) Standard 7-092012T f� LUMBER- 1.1- .. 1516 FT=20% TOP CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.1&BU or 2x4 DF -N 7800F 1.8E BRACING - BOT CHORD 2x4 OF 18WF 7.6E a 2x4 OF No.i&qtr a 2x4 DF -N 1600E 1.6E TOP CHORD Sheathed or 4A-13 oc purlins. OTHERS 2x4 DF StudlStd BOTCHORD Rigid telling directly applied m 10.0.0 co bracing. REACTIONS. (iNsize) A-,13/4473 (min. 0-1-8), CF71314473 (min. 0 -t -e), O-73314413 (min. 0-1-8) MlTek recommends tat Stabilizers and requiretl crass bratirg be irlslalled tlurirg buss erealon in acmrdancewBh Stabilizer lnstallatlon aide. Max HazAs45(LC 4) Max Up11XA-30(LC 9), C--32(LC 9), D-5(LC 8) FORCES. (Ib) - Max. Comp.Mtax. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;e gr Vuft—ip DO i5mph (3 -second gust) V(IRC2012)�1 mph; TCDL=4 2psf; gCDL-/.2psf; h=25X; Cat. II; EXP C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL --1.33 3) Gable requires continuous bottom chord bearing. 4) This hues has been designed for a 10.0 Psi bottom chord INe load nmcononrent with any other live bads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2�0 witle will fit between the bottom chord antl arty cher members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uPIA atJOlnt(s) A, C, D. 7) This buss S designed in aemrdance with the 2012 International Residential Code sections R502.11.7 and 8802.10.2 and referenced standard ANSVTPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member antl fixity model was used In the analysis and deslgn of this truss. LOAD CASES) Standard u 44-13 LOADING (psi) SPACING- 2-0-0 CSI. TOLL 35.0 TCDL 7.0 Plate GOP DOL 1.15 Lumber TC 0.05 DEFL Ved(LL) In (Ico) Na Vdall Ud PLATES a 0.0 • DOL 1.15 Rep Stress Ina YES BC 0'02 Vert(TL) - Na - Na Na ggg MT20 220N95 3RIP BOX 7.0 Code IRC2012/fP12007 WB 0'02 Horz(TL) 0.00 C Na 999 99 (Matrix) LUMBER- 1.1- .. 1516 FT=20% TOP CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.1&BU or 2x4 DF -N 7800F 1.8E BRACING - BOT CHORD 2x4 OF 18WF 7.6E a 2x4 OF No.i&qtr a 2x4 DF -N 1600E 1.6E TOP CHORD Sheathed or 4A-13 oc purlins. OTHERS 2x4 DF StudlStd BOTCHORD Rigid telling directly applied m 10.0.0 co bracing. REACTIONS. (iNsize) A-,13/4473 (min. 0-1-8), CF71314473 (min. 0 -t -e), O-73314413 (min. 0-1-8) MlTek recommends tat Stabilizers and requiretl crass bratirg be irlslalled tlurirg buss erealon in acmrdancewBh Stabilizer lnstallatlon aide. Max HazAs45(LC 4) Max Up11XA-30(LC 9), C--32(LC 9), D-5(LC 8) FORCES. (Ib) - Max. Comp.Mtax. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;e gr Vuft—ip DO i5mph (3 -second gust) V(IRC2012)�1 mph; TCDL=4 2psf; gCDL-/.2psf; h=25X; Cat. II; EXP C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL --1.33 3) Gable requires continuous bottom chord bearing. 4) This hues has been designed for a 10.0 Psi bottom chord INe load nmcononrent with any other live bads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2�0 witle will fit between the bottom chord antl arty cher members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uPIA atJOlnt(s) A, C, D. 7) This buss S designed in aemrdance with the 2012 International Residential Code sections R502.11.7 and 8802.10.2 and referenced standard ANSVTPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member antl fixity model was used In the analysis and deslgn of this truss. LOAD CASES) Standard 17.0920127 3-10-8 3-10.8 LOADING(Ps0 I SPACING- 2-0-0 CSI. TCLL 35.0 Plate Grip DOL 1.15 TO 0.13 TCDL 7.0 Lumber DOL 1.15 DO 0 M BOLL 0.0 ' Rep Stress Incr NO W13 BCDL 70 Coda IRC2012/lP12007 (Metrix) LUMSER- TOP CHORD 2X4 DF 18DOF 1.6E or 2x4 DF NO.18Btr or 2x4 DF -N 1BODF 1.6E BOT CHORD 2x6 DF 1BOOF 1.6E or2x6 DF SS WEBS 2x4 DF 18ODF 1,6E or 2x4 DF No.18Btr or 2x4 DF -N 1SDOF 1.6E'ExcepP W1:2x4 DF STud/Std WEDGE Lett: 2x6 OF 1800F 1.8E or SS REACTIONS. (b/Stm) OMB0~anlcal, A�27N5-8 (min. 0-1-8) Ala, UpliIte-270(LC 8), A-134(LC 4) FORCES. (lb) - Max. Comp/Max. Ten. -All forces 250 (Ib) a less except when shown. TOP CHORD A -B=946/169, BC -598l238 BOT CHORD A -F=142/549 WEBS &F=294!1198 DEFL. In (be) VdeO Ud PLATES Vert(LL) -0.01 F >999 360 MT20 Vert(TL) -0.01 F >999 240 Horx(TO -0.01 Wlyd(LL) 0.00 C F We >999 n/a 240 Weight: 551b 9 BRACING - Top ORD SheathBOTCHORD Rigid alling direcUyapplled a 100-Ooc bracing.ls calling GRiP 2201195 FT=20% NOTES - 1) 2 -ply trues to be amneaed together win 1 O (0.131'')0°) nails as follows: Top chords connected as follows: 2x4-1 rcw at 0-M M BoBom chords connected as follows: 2x0 - 2 rows staggered at 0-7-0oc. Webs connected as t0llows: 2x4- 1 rax at 0-9.0 oc. 2) All bads are considered equally applied to all piles, except d noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as ( or , unless otherwise Indicated. ps1; n--2511: Cat. 11; C; endosed; MWFRS (ewelope) gable end zone; cantilever left and right exposed : Lumber 3) Wind: ASCE 7-10; Vult=115mPh (3 -second gust) V(IRC2012)�1mph; TCDl7l.2Psf; SCOL=4.2 EXP DOL=1.33 plate grip DOL --I-33 4) This truss has been desgned for a 10.0 psi bottom chord live bad nonconcurrent with any other live loads. 5)' This trues has bean tlesgned for a Ii, load of 20.0ps1 on the bottom chord in all areas where a rectangle3-60 tall by 2-0-0 wide will fit between the bo0om chord and any 001er members. 6) Refer to girders) for truss to truss conneGions. 7) Provide mechanical connection (by others) of truss to bearing plate capable o wAhstantlirg t001b uplift at jolM(s) except OGIb) C=270, A=134. 8) This truss Is designed in a'mrdance whh the 2012 International Residenllal Cottle sect'rons R502.11.1 antl R002.10.2 and referenced standard ANSI/rPl I. 9) "Semi-rigitl dealt eaks wim fixed heels" Member end foly model was used in the analysis and tlasyn of this Uuss. iD) up amt 1(1)1 4 on ebo0om d I. dThe desigsh Nslelbe ectlon osuch connection d ce(s) is the reponsl(bil'By olbOh nand 1061b up al 1-11-4, and 17251b dawn and 20316 LOAD CASE(S) Standard 1) Dead +Root Uve (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (00 Vert: A -B-84, A -E-14, C -D-14 Concentrated Loads (Ib) Vert: F-1390(1`-265, B-1125) wmndn- TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Bt, or 2x4 DF -N 1800F 1.6E *Except - T3: 2x6 OF 1 80O 1.6E or 2x6 DF S3 BOT CHORD 20 OF 18DDF 1.6E or 2x4 OF No.1&81r or 2114 DF -N 1800E 1.6E WEBS 2x4 OF 1800E 1.8E or 2x4 OF No,1&Btr or 20 DF -N 1800E 1.6E'Excepr WB,Wg: 2x4 OF Stud/Std REACTIONS. (lb/size) B=105310.53 (min. 61-8), LP3562tl3-8 (req. 63-13). J=77/0-&15 (min. 61.8) Max Horz B=256(LC 5) Max Uplill87(LC 8), L-715(LC 8), J=611(LC 19) Max GtaV8=1058(LC 19), L=3562(LC 1), Jc531(LC 20) BRACING- TOPCHORD Sheathed or 5.25 oc laughs. Except: 6-0-0 oc bracing: E -F 17-092012r M01 Rod Special WEBS 1 Raw at mklpt D -N, F -M, G -M, H -L 1 t BMC WEST( IDAHO FALLS), IDAHO FALLS, ID 63402 truss erection In accordance with Slabll¢er Installation guide. Run: BAOO Reference (optionall a Jul 15 W16 Pant: 8.x0 a Ju1152016 MTak Industries, Inc. WS7 BDx8V6XXa111-1-7 ID:EEmtBlblkZgbOreSpAEX2aya7rld6erVM64sFam9tPCIzQa1MF -i 5511 32 368-4 37-1-5 436-7 -0 5-8-11 6G11 5-8.11 6 341-6 39.8 6-5-2 &5.2 6fr2 .=W ewbz .,.. 8-0-1 16-&2 16-0-5 24-3.2 27-3-12 3551 43-6.4 43-0-7 8'1-1 8-0-1 3 7-6-12 3310 8-1-5 31-2 3 Place OBsets - 8:03-g A. :0-3.003.0 :D2 -6E GV -&403-0 1..0-4.003-4 JA -2-11E :63O0.3p Op -3A0-3-4 LOADING (ps0 SPACING- 2-0-0 CSI. DEFL. in (be) /deft Ud PLATES GRIP TCLL 35.0 TCDL 7.0 Plate Grip DOL 7.15 TO 0.69 Vert(ILL) -0.25 N-0 x599 360 MT20 220/195 BCLL 0.0 ' Lumber DOL 1.15 Rap Stress Ina YES BC 0.40 Vert(TL) -0.41 N-0 >795 240 MT78H 220/195 BCDL 7.0 Cade IRC2012/TPI2007 WB 0.96 (Matrix) Horz(TL) Wnd(LL) -0.02 J Na Na 0.12 N >999 240 Weight: 263 lb FT=20% wmndn- TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Bt, or 2x4 DF -N 1800F 1.6E *Except - T3: 2x6 OF 1 80O 1.6E or 2x6 DF S3 BOT CHORD 20 OF 18DDF 1.6E or 2x4 OF No.1&81r or 2114 DF -N 1800E 1.6E WEBS 2x4 OF 1800E 1.8E or 2x4 OF No,1&Btr or 20 DF -N 1800E 1.6E'Excepr WB,Wg: 2x4 OF Stud/Std REACTIONS. (lb/size) B=105310.53 (min. 61-8), LP3562tl3-8 (req. 63-13). J=77/0-&15 (min. 61.8) Max Horz B=256(LC 5) Max Uplill87(LC 8), L-715(LC 8), J=611(LC 19) Max GtaV8=1058(LC 19), L=3562(LC 1), Jc531(LC 20) BRACING- TOPCHORD Sheathed or 5.25 oc laughs. Except: 6-0-0 oc bracing: E -F DOTCHORD Rigkl wiling directly applied or 3.10.0 oc tracing. WEBS 1 Raw at mklpt D -N, F -M, G -M, H -L EnMiTek recommends 81st Stabilizers and required am bracing be Installed during truss erection In accordance with Slabll¢er Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD RC -1368208, C -P -108&r20& D-P3aMI6, 6E=622/201, F -G-104/740. G -H=176963, H-1 48 42911382, W=652113 BOTCHORD B-0-209/1038, O Qa125a%O-R-125rtG, N -R-1251883, N-S_314/3g1, 3T-314/391. WT -3141391. L -M-2741814. L -U-1319/4511, U -V-1319/458, K -V-1319/458, J -K-1126/458 WEBS C-0=-463259, D-0-1461582, D -N-105705, FN -13!1/862, F -M-15801463, G -M-653//28, H -Mr 682M(123, H -L -3(W BW, H -K -20M739, I -K-499/250 NOTES. f) Unbalanced roof live bads have been considered for this design. 2) Wad: ASCE 7.10; Vu8=115mph (3aecond gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2pN; h=25ft; Cat. II; Exp C; enclosed; MWFNS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 date Ono DOL --1.33 a/ rruvoe adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless dherwlse indicated. 5) The Fabrication Tolerance at )int E -16% 6) This truss has been designed for a 10.0 pal bottom chord live bad nonconcurreM with any other live bads. 71' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with SCOL = 7.0ps1. 8) WARNING: Required bearing size at Ioml(s) L greater than Input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (1=Ib) 8=167, L=715, J311. 10) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS/TPI 1. 11) "Seml-rlgld pitchbreaks with axed heals" Member end fixity model was used In the analysis and design of this truss. 12) Graphics! purlin representation does not depict the size or the orientation of the purlln along the top and/or bottom lord. LOAD CASE(S) Standard 17-092012T hR101 IHal Hip I1, LOADING(psp SPACING- 2H}0 CSI. TCLL 35.0 Plate Grip DOL 1.15 TC 0.11 TCDL 7.0 Lumber DOL 1.15 BC 0.05 BCLL 0.0 Rep Stress Ina VES WB 0.06 BCDL 7.0 Code IRC2012/TP12007 (Matra) LUMBER - TOP CHORD 20 OF 180OF 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N iB00F 1.6E BOTCHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 DF Stud/Std REACTIONS. (lb/size) E294/Medlanical, B -416N-5-8 (min. (1-1-8) Max Horz 8=1 WILD 23) Max UpliftE-95(LC 5), Bs101(UC 8) FORCES. (Ib) - Max. Comp.Mac. Ten. -All to= 250 (ib) or less except when shown. TOPCHORD B -Cc -314/51 WEBS C -E=264/101 DEFL. In (Ioc) Vdd Ud PLATES GRIP Ved(LL) -0.00 B -F >999 360 MT20 220/195 Ved(TL) -0.01 B -F >999 240 Horz(TL) OAO E n/a We WIrW(LL) 0.00 F >999 240 Weight: 2716 Fr=20% BRACING - TOP CHORD Sheathed or 5-8.0 W purlins, except and verrinls. BOT CHORD Rgid telling diredly applied or 10.0.0 oc IBaclrg. MRek recommends that Stabilizers and required cross bracing be installetl during buss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Wind: ASCE 7-10; VUIk115mPh (3aecond gust) V(IRC2012)=91 mph; TCDL-4.2psf; BCDL=4.2psi; h=25ft; Cat. It; Exp C; enclosed; MWFRS (envelope) gable end zone; cantllewsr left and right exposed ; Lumber DOL --1.33 plate grip DOL --1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been desgned for a 10.0 psi bottom chord live load nonconwrrenl with any other live loads. 4)' This truss has been designed for a Ilve load of 20.00 on the bottom chord In all areas where a rectangle 3 6-0tall by 24.0 Wde will lit between the bottom chord and any other members. 5) Refer to glydeds) for truss to truss coorxdlons 6) Provide mechanical connection (by others) of truss to bearing plate capable of whhstanding 100 Ib uplift at joint(s) E except IIlwb) 8=101. 7) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSv PI 1. 8) "Semi-rigid pltchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 91 Hargens) or other connection deAce(s) shall be proNded eu8ldeni to supportconcentrated load(s) 731b down and 67 Is up at 3312 on bottom cl ord. The design/selection of such connection de0ce(s) Is the 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead «Roof Live (balanced): Lumber Increase=1.15, Plate Iwrease=1.15 Uniform Loads (plf) Vert: A -C-84, C-0. 84, 8-E=14 Concentrated Loads (lb) Ven: F73(B) 17-092012T N0t Rod Spacial 1 1 ere o all ob Rqf eU (c018 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402ohn Run:8A100s JulJu1152016 Print 8 MI tATek Industries, Inc. Wed Sep 2796:57;162017 Pagel ID:EEmtBlblk7gbOreSpAEX2aya7rF5JCDJKid7Jdnp_PGg2LY6hoFx958uobwn , -yZUvH 1 5612 11-1-9 16$5 231-4 2988 3571-7 42-4-9 58-12 5812 56-12 6-415 6-52 ti-5-2 65-2 <v am es ems sea 8-43 188-5 231-4 27-312 3410-3 424-6 42 -9 8-43 84-3 &415 4-2-8 7-6-7 7-83 0-0-3 Plate Offsets - BD390-1-8 C:0-4-0030 E:0.7.004.3 F6880-2-0.O."..0 l:0-2-1 Udgel. IK04-0,0-3-01,LV,3003O N:0.3G0-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lot) Well Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.56 Ved(LL) -0.17 M-N >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.40 Ved(TL) -0.28 M-N x998 240 Mi20HS 16&146 BCLL 0.0 ' Rep Stress Ina YES WB 0.51 Horz(TL) 0.04 1 We n/a BOX 7.0 Code IRC2012/TPI2007 (Matrix) Wlnd(LL) 006 IJ >999 240 Weigh: 241 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF IB00F 1.6E or 2x4 OF No. 1&Btr or 2x4 DF-N 1800F 1.6E TOP CHORD Sheathed or 4O-g oc purlins BOT CHORD 2x4 DF 1800F 1.6E or 2,4 OF No.1 &Bi! or 2x4 DF-N 1 ROOF 1.6E BOT CHORD Rigid telling direcllyapplled or 830 oc bracing. WEBS 2x4 DF 1800F 1.6E or 2x4 OF No.1 &Btr or 20 DF-N 180OF 1.6E'Except' WEBS 1 Rax at midpt D-M, E-M, F-L, G-K W8,W9: 24 DF StudGId Mfiek recommends OW Smhlizers and required cross bracing he Installed during trusserection M accordance with Stabilizer Installation ulde. REAC71ON9. (lb/size)axHo 8=1378/0-58 (min. 0-1.8), K'>2?2&0.'i-8 (min. O2-8), 1�13N-515 (min. O1.8) Max S) Max UPMB- 273(L 6), K-34226( 9), I-=661(L 9) GravB-273(LC Max Grav8=/383(LC 19), K�228(LC 1), 1=661 (LC 20) FORCES. Ob) - Max. OanpJMax. Ten. - A11 forces 250 (Ib) or less except when shown. TOP CHORD B-C=1907/349, C-D-16321362, D-E-9692273. E-F=6921784, F-G-522/187, G-H= 749M75, H-1-908/189 BOT CHORD M--,999/1547, N-0-262/1158, O-P-262/1158, M-P=262/1158, M-O-119/412. L-Q=-119/412, K-L=8091257, IJ-79/676 WEBS C�N-3541224. D-N-116314, PAb713025, F-M-200/812, F-L=999/174, G-L-185/1405, G-K-2229/416, GJ-237!/54, HJ-47&259 NOTES- 1) Unbalanced roof Ilve loads have been considered fa this design. 2) Wind: ASCE 7-10; Vult-115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; SCDL-1.2psf; h459; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL-1.33 plate grip DOL-1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1-20 pates unless otherwise indbated. 5) This truss has bean designed la a 10.0 pat bottom chord live bad nonconcument with any other live bads. 6)' This truss has been designed for a lies load of 20.Opsi on the bottom chord In all areas where a rectangle 3.6-0tall by 2-0.0 wide will til between the bottom chord and any other members, with SCDL=7.0psf. 7) ProWJe mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joins(s) except (jU1b) B=273, K=M, 1=144. 8) This truss Is designed In accordance with the 2012 International Residential Cade sections R502A 1.1 and R802.10.2 and reterencetl standard ANSI/rPl 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member and fixity model was used in the anaWs and design of thlstruss. LOAD CASE(S) Standard 117.0920127 -1-104 1 3-2-5 1-104 3-2-5 LOADING(psf) SPACING- 2.00 CSI. DEFL. in ins) IMefl Ud PLATES GRIP TOLL 35.0 Plate Grlp DOL 1.15 TO 0.23 vert( -0.00 B-E >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Ved(TL1 -0.01 B-E >999 240 BCLL 0.0 ' Rep Sbess Ina VES WB 0.00 Horz(fy 0.00 Na Na BCDL 7.0 Code IRC2012TPI2007 (Matrix) Wind(LL) 0.00 B "" 240 Weight: 1816 Fr:20% LUMSER- TOP CHORD 20 OF 1800F 1.6E or 2x4 OF No. I&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 20 OF 1800F 1.6E or 2x4 DF No. I&Bif or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF S1udtStd SLIDER Left 2x6 OF 1800F 1.6E or SS 13.6 REACTIONS. (Iblaze) E=98/Medmniml, B-35210-8-13 (min. 01-8) Max Hors B=109(LC 8) Max UpliftE=47(lC 8), B-77(LC e) FORCES. (Ib) - Max. Comp./Max. Ten. -Al forces 250 (Ib) or less except when shown. BRACING- TOPCHORD Sheathed or 3-23 oc purlins, except and vedicals. BOT CHORD Rigld calling directly applied or 1000 co bracing. MTek recommends that Stabilizers and required cross bracing be Installed dudng true, ,raction, In accordance with Stabilizer Installation ifulde. NOTES - i) Wind: ASCE 7-10; Vu8=115mph (3 -second gust) V(IRG2012)=g1mph; TCDL-4.2psf; 80DL.4.2psf; h=25ff; Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL --1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a 1h a load of 20.0psf on the bottom chord in all areas where a rectangle 3.60 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections, 5) Provide mochankal connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, B. 6) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. 7) "Semi-rigid pitchbrmks with fixed heels" Member and fixity model was used in the analysis and design of this truss. I LOAD CASE(S) Standard 17-092012T Pot Root Special 1 1 Jab Ref ion BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83902 Run: B.OW a Jul 15 X21152018 MRek Industries,pInc. Wed Sep 7:16 2017 Page 1 Print 8.000 Jul 15 Emt82018 pa ID:EEm181blkZgtlOreSpAEX2aye7rl-SJCDIiBdZldnp_PGg2LY8hp7x919AcobvxmTay2Uv x9fgA 1-0 5-612 11-1-9 16-8-5 21-11-7 28-48 349-10 4162-11 -0- 5312 54.12 54-12 5-3-1 6-62 65-2 65.2 W amp€ M9 Y4 EV n®tri 8C Se L= ye 1L 11 y 643 168-5 21-11-7 27312 349-10 41-24 41- -11 64-3 8-43 5-31 5-45 7-5-14 6.414 0-0-3 Plata O6seis - :03-90-1$ C:0.4-003.0 E:03-002-3 F¢400.1-12 HA4.003-0 1:0-2-11 9-2-12030 :0-M03-0 .ID-MIL3 LOADING (PSI) SPACING- 2-0.0 061. DEFL In (to-) Vdefl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.47 Ved(LL) -0.17 %N >999 360 Mr20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.40 Ven(TL) -0.28 M-N >989 240 OL BL 0.0 ' Rep Stress Ina YES WE 0.40 Horz(TL) 0.G4 I Na Na BCDL 7.0 Code IRC201211PI2007 (Matrix) Wlnd(LL) 0.05 6N >999 240 Weight: 2351b FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 18WF 1.6E or 2x4 DF No.18Btr a 2x4 DF-N 1800F 1.6E TOP CHORD Sheathed or 475 oc purlins. BOTCHORD 2x4DF 1800E 1.6Eor2x4DFNo.18Btra2x4DF-NIBOOFI.6E BOT CHORD Rigid calling directly applled or 10,0.0 oc bracing, Except: WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.18Btr m 2x4 DF-N 18WF 1.6E'Excepr 60-0 oc bracing: K-L. W8,W9: 2x4 OF SuxYStd WEBS 1 Row at micipt D-M, E-M, F-L, G-K, H-K Ftwek recanmendsthat Stabilizers and required cross bracing be Inslalbtl during hues erection In accordance with Stabllher Installation nulde. REACTIONS. (Ib/size) 8=1355/0.63 (min. (M-8), K--224503.8 (min. 0-2-6), 1=504/0-5.15 (min. 0-13) Max HwzB=304(LC 5) Max UpliftB-270(1-0 8), K-359(LC 9), 1-121 (ILC 9) Max GravB=1355(LC 1), K2245(1-C 1), 1=562(LC 20) FORCES. (Ib) - Max. Camp)Max. Ten. -Al farces 250 (1b) or less except when shown. TOP CHORD B-C31658/342, C-D-15831355, D-E=9191267, E-F=b45/279, F.G-5T/F201, G-H-24/354, H-1=736'140 BOT CHORD B-N=-393/1529, N-0-246/1139, O-P-246/1139, WP-246/1139, M-0-112/458. L-O=112/45B, K-L=4621242, J-K-35/521, IJ=,q4/523 WEBS C-N=353@24, PN=1161517, D-M-719/325, F-M-191!150, F-L=-884/157, G-L-165/1256, G-K-1853318, H-K=-692/461, HJ==57 NOTES- 1) Unbalanced fool live loads have been c nsklered for this design. 2) Wind: ASCE 7-10; Vuit=115mph (3-second gust) V(IRC2012)�l mph; TCDL=4.2psf; BCDL=4.2psh h25ft; Cat II; Exp C; enclosed; MWFRS (envelope) gable and zone; cantileusr 1611 and right exposed ; Lumber DOL--1.33 plate grip DOL--1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live bad noncore urrent with any other live bads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.63 tall by 230 wide will fit between the bottom chord and any other members, with BCOL=7.0ps1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (pdb) 8270, K259, 1=121. 7) This truss Is designed In accordance with the 2012 Iraernatbnal Residential Code sections R502./ 1.1 and R802.10.2 and refernmoad standard ANSVIPI 1. 8)'Seml-rigid pitchbreaks with fixed heels" Member arid "model was used In the analysis and design of this hum. LOAD CASE(8) Standard 17-0920127 IPsol uo 4 IS LOADING (psq SPACING- 2-0-0 CSI. DEFL. In (bc) Vdefl Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TC 0.60 Ved(LL) 0.03 E Nr 120 MT20 220/195 TCDL 7.0Lumber DOL t.t5 BC 0.42 Vert(TL) 0.05 E Nr 120 BCLL 0.0 ' Rep Stress Ircr VES NB 0.20 Horz(TL) 0.00 D Na Na BCDL 7.0 Code IRC2012RPI2007 (Matrix) Weight: 50b FT=20% LUMBER- BRACING - TOP CHORD 2X4 OF 1800F 1.6E or 2x4 DF No.I &Str or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 640 oc purlins. BOT CHORD 2x4 OF 1BOOF 1.6E or 2x4 DF 1,10.1MV or 20 DF -N 1800F 1.6E BOT CHORD Rigid calling directly applied or 10-0.0 co bracing. OTHERS 2x4 OF SNd/Sttl MTek reoommands B1et Stabilizers and required cross bracing be installed dudng Wss erection in accordance wlh Stabilizer installation guide. REACTIONS. (Ibrslze) B=3a5/14-0-8 (min.0.1-9), D=385/14-0.8 (min.0.19), F=687/14-0-8 (min.0-1-9) Max Hort B=-131(LC 6) Max UplifiB-91(LC B), D- 108(LC 9), F -9l (LCB) FORCES. (Ib) - Max. CompJMax. Ten. -All faces 250 (Ib) or less except when shown. TOP CHORD B -CF 272/112, G0-272/93 WEBS C -F-470/111 NOTES - 1) Unbalanced roof live beds have been considered for this design. 2) Wind: ASCE 7-10; Vu1=115mph (3 -second gust) V(IRC2012)=9tmph; TCDL=4.2psf; BCDL=4.2ps; h=2511; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; canlilew r left and right exposed ; Lumber DOL --1.33 plate grip DOL --I.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord We bad ronconcurnent with any other live bads. 5) - This truss has been designed for a thre load of 20.0ps on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will it between the bottom chord and any other members. 6) Provide mechanical connec lon (by Where) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) B, F except (jt -lb) D-108. 7) This truss Is designed In mccrdance with the 2012 International Residential Code sections 8502.1 1.1 and R802.10.2 and referenced standard ANSIRPI 1. 8) "Semi-rigid plichbreaks with feed heels" Member end fixity model was used in the analysis and design W this truss. 9) Sea Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consul qualified building designer. LOAD CASE(S) Standard acebuss Irun Type l%y ply 17-0920127 Pew Piggyback 1 1 Jab Reference (optionall BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 un:BAWa u152016 Print: B.000sJul 152016 Kok lndusaba,lnc. e0 Sep 27 o8:57:172(117P e1 ID:EEmtSlblkZgbQmSpAE%2aya7rl-ZVmbw2tKOsgUPZZbgOZe5KE_ILXAujSypZgJ00yZ 5-101 9-65 166-6 6101 3-104 610-1 Ll amr B yy �>✓IIX >a. 15-66 15-6-6 Plate Offsets (X.Y)-- 8420013 C:0W,0.2-3 A340-2-F:02-00.1-8 LOADING (pat) SPACING- 200 CSI. DEFL In (lac) Vtlefl Utl PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.39 Vad(LL) 0.02 G Nr 12(1 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 SC 0.31 Ved(TL) 0.04 G Nr 12(1 BCLL 0.0 ' Rep Saws Ina VES WB 0.05 Horz(TL) D.01 F Na Na BCDL 7.0 Code IRC2012TP12007 (Matrbt) Weight: 48 he FT=20-A LUMBER- BRACING- TOP CHORD 2x4 OF 18DOF 1.6E or 2x4 OF No.1&Btr or 2x4 DF-N 1800F 1.6E TOP CHORD Sheathed or 600 oc purlins; BOT CHORD 2x4 OF 1800F 7.6E or 2x4 OF No.1&Bb or 2x4 DF-N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing. OTHERS 2x4 OF Slud/S1d MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. (min.Ot-9),FS78/14-0-6 (min. &1-9), H--300/14-0-8 (min. 01-9) REACTONS (Ilb/siza)Ho B-98(LC Max B=-14 LC 6) 6) Max Upli 8), GravB=78(LC =578(LC 19),H=i6(LC5) Max Gray B=578(LC 1), F�78(LC 1), H,i06(LC 20) FORCES (Ib) - Max CempJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD B-C=661/175, C-D=445/178, D-E=4451178, E-F=661/171 BOTCHORD B-H=-89/445,F-H=89/445 NOTES- 1) Unbalanced root we bads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=115mph (3-second gust) VQRC2012)=91mph; TCDL=4.2psf; BCDL-4.2pd; h=25ff; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL--1.33 3) Provide adequate drainage to prewnt water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chard live bad norxarlcurrem with any other live bads. 6)' This truss has been designed for a live load of 20.Opsi on the bottom chord In all areas where a rectangle 3-6-0 tall by 200 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) H except Qt--Ib) B=145, F=148. 8) This truss Is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVrPI 1. 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity, model was used In the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detall for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard s.c ern a.x LOADING In SPACING- 280 CSI. DEFL in (loo) Iden Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TO 0.30 Ved(LL) 0.02 E Nr 120 MT20 220/195 TCDL 7.0 Lumber DOL 7.75 BC 0.21 Ved(TL) 0.03 E rdr 120 BCLL 0.0' Rep Stress lna VES WB 0.02 Horz(TL) 0.00 D n/a n1a SCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 10716 FT=20% LUMBER- BRACING. TOP CHORD 2x4 OF 180DF 1.8E or 2x4 OF No.t&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 680 oc purlins. BOTCHORD 2x4 DF 1800F 1.6E or Z(4 OF No.t&Btr or2x4 DF -N 1800F 1.6E SOT CHORD Rigid ceillrg directly applied or 1080 oc bracing. OTHERS 2x6 OF 1800F 1.6E or 2d3 OF SS REACTIONS. (lb/size) 8 81/14-0.8 (min. D-1-8), D=381/1488 (min. 0.1d), F-736/1408 (min. 0-1-8) Max Horz 8-129(LC 6) Max UpliftB-85(LC 8), D—IG5(LC g), Fa102(LC 8) Max GravB=366(LC 19), D=3W(LC20), F=735(LC 1) FORCES. (Ib) -Mm. CompJMax. Ten. - All forces 250 (1b) or lass except when shown. WEBS C -F¢518/122 NOTES - 1) 2 -ply truss to be connected together with I Od (0.131"x3") nails as follows: Top chords connected as folkrws: 2x4 -1 raw a10-" oc. Bottom chords connected as follows: 2x4- 1 raw at 08.0 oc. 2) All loads are considered equally applied to all piles, except If noted as from (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vu1b115mph (3 -second gust) V(IRC2012)=91mph; TCDL 4.2psf, BCDL-0.2psf; h-25ft; Cat. II; EV C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL --1.33 plate gdp DOL=1.33 5) Gable requires continuous bottom lard bearing, 6) This truss has been designed for a 10.0 pat bottom chord live bait nonconcurrem with any other We baits. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 280 wide will ftt between the bottom afford and any other members. 6) Provide mechanical connsc9on (by others) of truss to bearing plate capable of withstanding 100 lb uplift at (olrb(s) B except @=1b) D=105, F=102. 9) This truss B designed In accordance wfth the 2012 International Rasidemial Gods sections F502.1 1.1 and R802.10.2 and referenced standard ANSIRPI 1. 10) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used In the anaysls and design of this truss. 11) Sea Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consua qualified building designer. LOAD CASE(S) Standard °° rrk '•+7 rry 17-0920127 PBUS piggyback 1 1 Job Reference LOJAketal Sal WEST (IDO S), IDAHO FALLS, D83402 Run: e.000sJul152018 Print: 8.000 s Jul 152016M a IIndu0l1ea8lncWeed%Sne 127T067575128D20ti 7,O5ID:EEmtBlblkZgbOreSpAEX2aya7rl-1 h%z7Ouy9AZL4p1,dC0YyZv 9-2-5 12-8-5 2-115DD 1 ' +y u .mr,7 15-6-6 15-6-6 Plate Offsets (X,Y)-- B:04 ,O -O 61, jF-.02-0,0-M1,[G.,0-2.0,0-1 -81 LOADING (ps-g SPACING- 241-0 CSI. DEFL. In (bc) Mail L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.56 Ved(LL) 0.02 H nir120 MT20 220/795 TCDL 7.0 Lumber DOL 1.15 BC 0.25 Ved(TL) 0.03 H Nr 720 BCLL 0.0 ' Rep Stress Inc, YES WB 0.21 Horz(TL) 0.01 G Na Iva BCDL 7.0 Gods IRC2012RPIZOW (Matrix) Weight: 611b FT=20% LUMBER- BRACING. TOP CHORD 2X4 DF 1S00F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed 01, 6-0.0 co purltre. BOT CHORD 2x4 DF 180UF 1.6E m 20 DF No.1&Btr or 20 DF -N 1800E 1.6E BOT CHORD Rigid wiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF SallMTek recommends that Stabilizers and required stats bracing be Installed ring du OTHERS 2x4 DF Slud/Sld trusse=mnin accordance with Stabilizer Installation oulde. REACTIONS. All bearings 1418. (lb)- Max Horz8-100(LC6) Max Uplift All uplift 10016 or less at joinps) except B-1 ll(LC9), 3-104(LC 9), 1-279(LC 9), J-455(LC 20) Max Grav All reactions 250 Is or less at joint(s) J except 5-452(LC 1), G-107(LC 1), 1=853(LC 20) FORCES. (Ib) -Max. Comp./Ma Ten. -All taws 250 (Ib) or less except when shown. TOP CHORD B -C-451/183, OD -479/235, E -F-285834, F -G-4161114 BOTCHORD B -J -31Y26 W, 31/265,G -I=31/265 WEBS D-1-7171307, CJ -217/466 NOTES. 1) Unbalanced root live bads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3secorid gust) V(IRC2012)=9tmph; TCDL-4.2p61; BCDL-4.2pst; h25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other Iive loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-M tall by 2-00 wide will tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 111 to uplift at joint B, 10416 uplift at joint G, 279 lb up1i8 at joint I and 4651b uplift at joint J. 8) This truss Is designed In accordance with the 2012 International Residential Code sections R502.1 1.1 and 8802.10.2 arca referenced standard ANSVTPI 1. 9) "Semi-rigid pltchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult quallfied bulking designer. LOAD CASE(S) Standard .roc ss Sheathed or 6.0-0oc purlins. .rasa type Rigid ceiling direc9ty applied or 10.00 oc bracing. usy rry 17-092012T Wsseredon In accordance with Slabliber Installation guide. P804 Piggyback 1 1 Max Grav All reactions 2501b or less at lolnl(s) B, H except K=305(LC 1), Ld26(LC 19), J=526(LC 20) FORCES. (b) - Max. CompJMax. Ten. -All forces 250 (1b) a less except when shown. TOP CHORD B -C-279/109, GD -419/161, F -G-419/146, G -H-262()7 WEBS C -L-488/286, GJ=488)284 Jab Reference foOlon.11 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Run;B=s Jult8lblk016PreSpA00s Jul 152Df6MRekIndustries, Inc. Paaggel ID:EEmt8lblkZgbOreSpAEX2aya717- hKz7Ouy8AzL178nO54peXnAAN4d9152DO1VSyZt1v 4peXn Alv4d9i52DQt7 7-7-7 9-4-15 17--6 ' 7-7-7 � 1 9 8 7-7-7 ' amr 17-0-6 170-6 Plate Offsets (X,Y)— DP4-0-2-0 F:-440-2-4 LOADING (psQ SPACING -2-0-0 C81. DEFL. in (l(IM)IPoefl Lrd PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.34 -0.0 1 M 1 Vert(LL) 0 20 MT20 220/195 TOOL 7.0 Lumber DOL 1.15 SC 0.14 Ven(TL) -0.00 1 Nr 120 SCLL 0.0 ' Rep Stress Incr VES WB 0.11 Hom(TL) 0.01 H We rda BCDL 7.0 Code IRC2012)rP12007 (Matrix) Weight: 57 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E o 2x4 DF No.18Btr w 2x4 DF.N 1800E 1.6E TOP CHORD Sheathed or 6.0-0oc purlins. BOTCHORD 2x4 OF 1800F 1.6E or 2x4 OF No. IABlf or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling direc9ty applied or 10.00 oc bracing. OTHERS 2x4 OF Slud/SldMRek recommends that Stabilizers and required crass bracing be installed during Wsseredon In accordance with Slabliber Installation guide. REACTIONS. All bearings 15.648. (Ib) - Max Hcrz 8-129(LC 6) Max Upllft All uplift 10D Ib or less at lolnt(s) S, H except L-224(LC 8), .k-223(LC 9) Max Grav All reactions 2501b or less at lolnl(s) B, H except K=305(LC 1), Ld26(LC 19), J=526(LC 20) FORCES. (b) - Max. CompJMax. Ten. -All forces 250 (1b) a less except when shown. TOP CHORD B -C-279/109, GD -419/161, F -G-419/146, G -H-262()7 WEBS C -L-488/286, GJ=488)284 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-4.2psf; BCDL-4.2psl; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL—i.33 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom afford bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load noroc ncurrent with any other live bads. 6)' This truss has been designed to a live load of 20.Opsf on the bottom chord in all areas where a rectangle O6-0tall by 2-0-0 wide will ib between the bottom chord and any other members. 7) PmMe mechanical connection (by others) of truss to bearing plate capable of withstanding I OU Ib uplift at }olm(s) B, H except gt=1b) L=224, J=223. 8) This truss is designed in accordance with the 2012 International Residemlal Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIRPI 1, 9) "Semi-rigid pachbreaks with fixed heels" Member and fixity model was used In the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detall for Connection to base truss as applicable, or consult qualifed building designer. LOAD CASE(S) Standard 7.0920127 LOADING(psf) SPACING- 240 CBI. DEFL. In (loc) VdeB Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TO 0,32 VerI LL) 0.01 E rvr 120 MT20 2201195 TOM 7.0 Lumber DOL 1.15 BC 0.22 Vert(TL) 0.02 E n/r 120 BOLL 0.0 ' Rep Stress Ina YES WB 0.10 Horz(TL) 0.00 O n1a Na BCDL 7.0 Code IRC2072?PI2W7 (Matrix) Weight: 381b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1 BWF 1.6E TOP CHORD Sheathed or 660 co purlins BOTCHORD 20 OF 13WF 1.6E or 2x4 OF No.1I tr or 2x4 DF -N 18WF 1.8E BOT CHORD Rigid calling directly applied or 1040 co bracing. WEBS 2x4 OF Stud'StdM[Tek recommends that Stabilizers and required cross bracing be Installetl during t. erection In ecwrdance with Stabilizer Installation guide. REACTIONS. (Ib'size) B=300110-6-8 (min.0.1-8), D=3W lo-" (min.0-1-8), F. Q/10.6 -e (min. 0-1-8) Max Harz B— 100(LC 6) Max UpliftB-72(LC 8), D-85(LC 9), F-67(LC 8) FORCES. (lb) - Max. Comp.Mlax. Ten. -All forces 250 (ib) or less except when shown. WEBS C -F-352/83 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2012)=g1 mph; TCDL=4.2psi; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever lett and right exposed ; Lumber DOL -1.33 plate grip DOL -1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 last bottom chord INe load nonconarrrem with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottoan chord in all areas where a rectangle 340 tall by 240 wide WII fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 72 lb uplift at pint B, 85 lb uplift at joint D and 67 lb uplift al joint F. 7) This truss Is designed in accordance with the 2012 International Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) "Semi-rigid pitchbreaks with &ad heels' Member end fixity model was used In the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Mae I INSS lype PB07 Piggyback av s.n aBz LOADING lip SPACING- 2.0.0 CSI. DEFL. in (loo) Mail Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.34 Ved(LL) 0.02 G M 120 MT20 220/195 TCD- 7.0 Lun DOL 1.15 BC 0.29 Ved(TL) 0.03 G Nr 120 BOLL 0.0 ' Rep Stress lna VES WE 0.04 Norz(TL) 0.01 F Na Na BODL 7.0 Code IRC2012?PI20W (Maud) Weight: 46 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1SWF 1.6E or 2x4 DF No.1&Br or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6.0-0 oc purlins. BOT CHORD 2x4 OF 1800F 1.fiE or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid calling directly applied or 10.0-0oc bracing. OTHERS 2x4 OF Stud/Std MRek recommends that Stabilizers and required cross oredrg be Installed during trusserec8on In accordance with Stabilizer In=ulde. REAC ION& gNsize) B ---%2(13-&B (min. 0-1-8), FS52/1358 (min. 61-8), H=304/13-6-8 (min. 0-1-8) Max Horz B9!(LC 6) Max UTAMB-138(LC 8), F-140(LC 9), H-20(LC 5) Max Gray Bc552(-C 1), F --552(-C 1), H=308(LC 19) FORCES. (ib) - Max CompdMax. Ten. - All forces 250 (Ib) a less except when shown. TOP CHORD H-0-827/163, 0-D-422/167, D -E— 422/167, E -F-627/159 BOT CHORD B -H-82/422, F -H-62/422 NOTES - 1) Unbalanced roof live loads have been consideretl for this design. 2) Wind: ASCE 7.10; Vu8=115mph (3-semrld gust) V(IRC2012)c91mph; TCDL-4.2psf; BCDL-4.2psl; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed DOL --1.33 plate grip DOL --1.33 3) Provide adequate drainage to prewynt water ponding. 4) Gable requires continuous bottom chord hearing. 5) This truss has been designed for a 10.0 psf bottom chord live had nonconcurrenl With any other live loads. 6)' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will in between the bottom chard and any other members. 7) Prwide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 to uplift at Joint B, 140 lb uplift at joint F and 20 lb uplift at Joint H. S) This truss is designed in accordance with the 20121mernatbnal Residential Cade sections R502.1I.I and 1`1802.10.2 and referenced standard ANSIRPI 1. 9) "Semi-rigid pilchbreaks with fixed heels" Member and fixity model was used In the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or wnsu8 qualified building designer. LOAD CASES) Standard Lumber Job ss ,ms51B10 lAy riy 17-0920127 P1308 Piggyback 1 1 Job Rs BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Run: BAWe Ju115 2DI6bik7gb Print: eSPA00s ya7rl-01 LLkva ndSBZ Inc. Wed Se 2706:57:192017 Paagget sJul 1 ID:EEmt8lblkZghQreSpAE%2aye7rl-VIULLkvewUSBeGUkob2NJH(i8D(MDSFHt904vyZUVE 1-7-7 7-7-7 17-0-6 1-7-7 6-0-0 9-4-15 ,au a,Ewu E Wr m Inn 7-0-6 17-0-6 Plate Offsets (X.Y)— 062-00-1-8 C:0-2-00.23 LOADING (psp SPAdNO- 2-0-0FW13 CSI. DEFL. In (bc) Udell Ud PLA7ES GRIP TCLL 35.0 Plate Grlp DOL 7.15TC 0.64 Ven(LL) -0.W H M 720 Mi2(1 220/185 TCDL 7.0 Lumber DOL 1.15BC 0.31 Ved(TL) 0.00 H Nr 120 BCLL 0.0 ' Rep 3lress Ina VES 0.14 HINZ(TL) 0.01 H Na NaL70 Cade IRC2012/fP12W7(Matrix) We5416 FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 18WF 1.6E w 2x4 DF No.1&Bb or 2x4 DF -N 1 BWF 1.8E TOP CHORD Sheathed or 60-0oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr a 2x4 DF -N I 800 7.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracng. WEBS 2x4 OF Stud/SidMITek recommends that Stabilizers and required cross bracing be Installed during OTHERS 2x4 OF Stad/SkI truss erection in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-6-8. (Ib) - Max Horz B-91 (LC 6) MaxUplift All uplift 1 W Ib m less at lolm(s) B, H except L-245(LC S), J-125(LC 9), K— 303(LC 19) Max Grav All reso lons 25016 or less at pints) H. K except B3&4(LC 1), L395(LC 19), J376(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) a less except when shown. TOP CHORD B -C--357/76, E -F= -M/135, F -G=.328/134, G -H-264/79 WEBS E -L-730279, GJ -261/151, F -K-108278 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3second gust) V(IRC2012)=91 mph; TCDL=4.2pst BCDL--4.2ps1; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom card bearing. 5) This buss has been designed for a 10.0 psi boftom chord live load nonconcurrem with any other live bads. 6)' This truss has been designed for a Inre load of 20.Opsf on the boltom chord In all areas where a rectangle 3-60 tall by 2-M wide will fit between the botlan chord and any other members. 7) Provide mechanical connection (by others) of truss to hearing Were capable of withstanding 100 Ib uplift at pint(s) B, H except i t -1b) L=245, J=125, K303. 8) This buss Is designed in accordance win the 20121nternalkwal Residential Cade sections R502.11.1 and R802d0.2 and referenced standard ANSVIPI 1. 9) "Semi-rigid pltchbreaks with toted heels" Member end fixity model was used In the anaysis and design of this buss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Job INea Iruss typeQty Fly17-MM127 PB09 Piggyback 1 7 Jab Reference o lone BMC W ST (ID OF L ), ID 9, ID 83/02 flan: 8,Eml8l OmSpA:e.000s 185,Inc. W Sep 06:5720V17 Paaggel ID:EEm18161kZgbQre6pAEX2aya7rl-z4SkV4wCgnD2OOlAV WBHjysY4Vm53O0WXv_cLyZUvD kZgb rl-z4S0 4wGgnD2G 4-7-7 107-7 17-0-6 47-7 6-D-0 ~ 6.415 -' = mn m= em ,9au s�mn m I -�LL n I 17-0-6 1746 Plate Offsets (X.Y)-- D:0-2-00.2-3 LOADING (pep SPACING- 2-0-0 CS). DEFL. in (loc) Vdafl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.25 Ved(LL) -0.00 Nr 120 MT20 22WI95 TCDL 7.0 Lumber DOL 1.16 BC 0.12 Ved(TL) -0.00 Nr 120 BOLL 0.0 Rep Stress Ina YES WE 0.09 Horz(TL) 0.01 1 No Na BCDL 7.0 Code IRC2012ITP12007 (Matrbo Weight: 57W FT=20",6 LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 7.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1BOOF 1.6E TOP CHORD Sheathed or 60-0 oc purlins. BOT CHORD 2x4 OF 1800F 7.6E or 20 OF No.1&Btr or 2x4 DF -N 18001'1.6E BOT CHORD Rigid calling directly applied or 10,0-0oc bracing. WEBS 2x4 OF SWWSYd MTek remmmencts that Stabilizers and required cross bracing be Installed during OTHERS 2x4 OF SIUNSto trusserec[on, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 1568. (Ib)- Max Horz B=-gl(LC 6) Max Uplift All uplift 100 Ib or lessat loint(s) B, I, N, L except M-124(LC 8), K-117(LC 9) Max Grav All reactions 250 In, or less at Joint(s) B, L except 1=268(LC 1), Mi 19), N--326(LC /9), K--278(LC 20) FORCES. (lb) -Max. Comp.Mlax. Tern. -Allforces 250(ib) or lessamptwhen shown. TOPCHORD B-C--371/83,C-D-367/118,G-H-358/M.H-1=32594 WEBS E -M-4221167. C -N-255/147 NOTES - 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-4.2psQ BCDL-4.2psf, hm25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL -.1.33 plate grip OOU1.M 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This buss has been designed for a 10.0 pal bottom cord live load nonconcurrent with any other live bads. 6)' This truss has been designed for a live load of 20.01 on the bottom chord In all areas where a rectangle 3.60 tall by 2-0-0avide will Ift between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing date capable of withstanding 100 lb uplift at joint(s) B, I, N. L except at -lb) 124, K=117. B) This truss is designed In accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this bursa. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or mnsuh qualified buliding designer. LOAD CASE(S) Standard I LOADING 10 SPACING• 2-M CSI. DEFL. In floc) 8de6 Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.26 VergLL) 0.01 E nfr 120 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.18 Ven(TL) 0.02 E n/r 120 SCLL 0.0 ' Rep Stress Incr VES WB 0.08 Hwz(TL) 0.00 D We n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 35 lb FT=20-A LUMBER- BRACING - TOP CHORD 2x4 DF 1BOOF 1.6E or 2x4 DF No. 1&Bir or 2x4 DF -N 1800E 1.6E TOP CHORD Sheathed or B -M oc purllns. BOT CHORD 2x4 OF 1800F 1.8E or 2x4 DF No. 1&Btr or 2x4 DF -N 1800E 1.6E BOT CHORD Rigld calling directly, applied or 100-0 oc bracing. OTHERS 2x4 DF Stud/Sld MRek recommends that Stabilizers and required crass bracing be installed during true erecedn in accordance with Slabilizer Installation aukle. REACTIONS. (INslza) 82769-e-8 (min. 0-1-8), D2769-" (min. 61-8), F-164/8-6-8 (min. 0.1-8) Max Harz B=-91(LC6) Max UMfft6-67(LC 8), D-79(LC 9), F= -W (LC 8) FORCES. (b) - Max. Comp./Max. Ten. -All forces 250 (lb) or lass except when shown. WEBS C -F-318(74 NOTES - 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-10; Vult-115mph (3 -second gust) V(IRC2012)=g1 mph; TCDIr4.2psf; BCDL-4.2pst; h26B; Cat. II; Exp C; anciosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate trip DOL --1.33 s has been designed for a 10.0 pat bottom chord We load nonconcurrant with any other Irve loads. jss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle S-60 tall by 2-" wide will It between the bottom lord and any other members. mechanical connection (by others) of truss to bearing plate capable of whhstanding 10016 uplift at joint(s) B, D, F. is Is designed In accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1. gkl pitchbreaks with fixed heels" Member end fixity model was used in the anarysis and design of this truss. ndard Industry Piggyback Truss Connection Delall for Connection to base truss as applicable, or consuh qualified building designer. LOAD CASE(S) Standard JabIncas Imss type DIY ply 17-0920127 PB11 Piggyback 1 1 Jab Reference (optionjD BMC EST (I AHO FALL3), IDAHO FAL S, ID 83402 Run: B.000a u1 t5201fi Print: B.Q10s Ju1152018 ek ntluetrks,Ico. etl ep 2708:57:202017Page1 ID:EEmtBlblkZgbQreSpAEX2aya7rl-z4SkY4wCgnD2GQIAVW6HJysZuVcg54KOWXv cLyZUVI) 3-9.11 7-2-11 11-0.6 3-9-11 3-5.0 3-9-11 .117 Li .re 11-0-6 11-0-6 Plate Offsets (X,Y)-. C:0.2-004-3 E:0-2-00.2-3 LOADING (ps0 SPACING- 2-0.0 CSI. DEFL In (Wc) IIdd Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TC 0.13 Ved(LL) 0.01 G Nr 120 MI'20 220/795 7CDL 7.0 Lumber DOL 1.16 BC 0.73 Ved(TL) 0.01 G Nr 120 BCLL 0.0 ' Rep Stress lna VES WE 0.04 Horz(TL) 0.00 F Na Na BCDL 7.0 Cade IRC2012/TP12007 (Matrix) Weight: 32 lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 OF 18001F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 660 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF Na.1&Btr or 2x4 DF -N 1800E 1.6E BOT CHORD Rigld calling directly applied or 1040 on bracing. OTHERS 2x4 OF SludrSd MITek recommends that Stabilizers and required cross bract be Installed during truss erection In accordance with Stabil lnsfallatbn nide. REACTION& (Ib/slze) B=370V6-8 (min. 0-1-8), F470/9-6-8 (min. 0.1-8), H=275/9£-8 (min. 0.1-8) Max Him 8-62(LC 6) Max J018-90(LC 8), F-92(LC 9), H-29(LC 5) FORCES. (Ib) - Max. CompAAf Ten. -All faces 250 (lo) or leas except when shown. TOP CHORD B-0-39396, C -D-261/100, D -E-261/10, E -F -393W BOTCHORD B-H-43r261,F-H-43261 NOTES - 1) Unbalanced roof live bads have been considered for this design. 2) Wird: ASCE 7-10; Vuh=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL--4.2pe1; 1=2511; Cat. II; Exp C; enclosed; MVVFRS (envelope) gable end zona; cantlleaer left and right exposed ; Lumber DOL=1.33 plate grip DOL --1.33 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pet bottom chord live bad rxxlcorxxlrrant with any other We loads. 6)' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0IaIt by 2-0-0 wide will tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, F, H. 8) This truss Is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/IPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Piggyback LOADING (pep SPACING- 200 CSI. DEFL. In (loc) Well 1-/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 E Nr 120 MT20 220/105 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.01 E n1r 120 BCLL 0.0 ' Rep Stress I= YES WB 0.04 Horz(rL) 0.00 D n/a Na BCDL 7.0 Code IRC2012fiP12007 (Matrix) Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 18)0F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 600 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 20 OF No.188it or 2x4 DF -N 1800F 1.8E BOT CHORD Rigid ceiling directly applied or 1000 oc bracing. OTHERS 2x4 OF StLxMd Mrrok recommends that Stabilizers and required am bracing be Installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. itarsize) Bm2=5-7�8 (min.0 -ft, D_00/5.78 (min. 0-1-8), F—_M15-7-8 (min. 0-i-8) Max Hor.8-57(LC 7) Max UpIRS-55(1-0 8), D -63(L0 9), F=-14(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All faces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUI1=115mph (3 -second gust) V(IRC2012)—g1 mph; TCDL.4.2psf; BCDL-4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable eM zone; cantilever Lft and right exposed ; Lumber DOL=1.33 plate grip DOL -1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord INe load nonconcurrent with any other live bads. 5)' This truss has been designed for a Ilve load of 20.0psi on the bottom chord In ail areas where a rectangle 3.6.0 tall by 2-MWide will fa between the bottom chord and any other members. 6) Provide mechanical connection (by others) of Was to bearing plate capable of withstanding 1001b uplift at )am(s) B, D, F. 7) This truss is designed in accordance with the 2012International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIr-PI 1. analysis truss as LOAD CASE(S) Standard building designer. ,fob Truss Truss TypeOD/ Ply 17-092012T PB13 Piggyback 1 2 3-6-11 7-1-6 3-6.11 3-6-11 M LOADING (I SPACING- 24.0 CSI. DEFL. In (bc) Well Lid PLATES GRIP TOLL 36.0 Plate Grip DOL 1.15 TO 0.06 Vetl(LL) 0.00 E Nr 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Ved(TL) 0.00 E Nf 120 BCLL 0.0 Rep Stress lncr VES WE 0.02 Horz(TL) 0.00 D Na Na BCDL 7.0 Coca IRC2012fFP12007 (Matrix) Weight: 431b FT=2036 LUMBER- BRACING - TOP CHORD 2x4 DF 18OOF 1.6E or 2x4 DF No.1&Btror 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 64-0 m purlins. BOTCHORD 2x4 DF 1800E 1.6E or 2x4 DF Nod&Bir or 2x4 DF -N 1BOOF 1.6E BOT CHORD Rigid celling directly applied or 1M.0 oc bracing. OTHERS 2x4 OF Stud/Std REACTIONS. (lb/size) MM5-7-8 (min. 0.1-8), DrM)5-7-8 (min. 0-1-8), F=232/57-8 (min. O1-8) Max Horz B --57(_C 7) Max UpIIf B, %(LC 8), D=fi3(LC 9), F-1 4(LC 8) I FORCES. (Ib) - Max. CompdMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) 2 -ply truss to be connected together with IOd (0.131"x3") nalls as follows: Top chords connected astollows: 2x4 -1 rowal0.94m. Bottom dards connected as follows: 2x4 -1 row at C90 m. 2) All loads are cankered equally applied to all plies, except If rated as front (F) or back (B) face in the LOAD CASE(S) section. Pyto ply connections have been provided to distribute only loads rated as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been mrektered for this design, 4) Wird: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-4.2psf; BCD4 4.2psf; hm25f ; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable and zone; cantllewr left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psi bottom lard live bait noraonmrrent with any other live bads. 7) -This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-60 tall by 244 wide will ft between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) B, D, F. 9) This truss is designed In accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSIMI 1. 10) "Semi-rigid pitchbreaks with Eked heets" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Gonnedion to base truss as applicable, or mmu8 qualified building designer. LOAD CASE(S) Standard 4-11-9 REACTIONS. Allbeadngs42-10. (lb) - Max HwzB=69(LC e) Max Uplift All uplift 1001b or less atjoim(s) F, B, H Max Gray All reacllons 250 lb or less at joint(s) F, 8, H, G FORCES. (Ib) - Max. CompAMlax. Ten. -AIL forces 260 (Ib) a less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VNt=115mph (3 -second gust) V(IRC2012)=g1 mph; TCDL=4.2psf; BCDL-4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL=1.33 3) Gable requires continuous bottom cllord bearing. 4) This truss has been designed to a 10.0 pat bottom chord Iye bad rwnconcurrent with any other live bads. 5)' This truss has been designed to a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2�O wide will ift between the bottom chord and any other members. 6) Provide mechanical connedon (by others) of truss to bearing plate capable of withstanding 1001b uplift at jdm(s) F, 8, H. 7) This truss Is designed In accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVrPI 1. 8) °Semi-dgYd pltchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. 9) See Standard Indus" Piggyback Truss Connection Detall for Connection to base truss as applicable, or consult qualified building designer. LOAD CASEIS) Standard 411-9 LOADING(psq SPACING- 2-0-0 CSI. DEFL. In (Ice) Well Lrd PLATES GRIP TOLL 35.0 Plate Grip DOL 1.16 TO 0.03 Vert(LL) -0.00 A Nr 120 MT20 2201195 TOOL 7.0 Lumber DOL 1.15 RC 0.01 Vert(TL) 0.00 A ndr 120 BCLL 0.0 ' Rep Stress Incr VES WE 0.03 Haz(TL) 0.00 Na rva BCDL 7.0 Code IRC2012/rPl20O7 (Matrix) Weight: 19 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E o 2x4 DF No.18Btr o 2x4 DF -N 1 BOOF 1.6E TOP CHORD Sheathed or 411-9 oc purlins, except and ver0oala BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.185tr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid calling directly applied w 10.0-0 oc bracing. WEBS 2x4 DF SWdOdMRek recommends that Stabilizers and required cress bracing be Installetl during OTHERS 2x4 OF Stud/Std trusserection in accordance with Stabilizer Installation guide. REACTIONS. Allbeadngs42-10. (lb) - Max HwzB=69(LC e) Max Uplift All uplift 1001b or less atjoim(s) F, B, H Max Gray All reacllons 250 lb or less at joint(s) F, 8, H, G FORCES. (Ib) - Max. CompAMlax. Ten. -AIL forces 260 (Ib) a less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VNt=115mph (3 -second gust) V(IRC2012)=g1 mph; TCDL=4.2psf; BCDL-4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL=1.33 3) Gable requires continuous bottom cllord bearing. 4) This truss has been designed to a 10.0 pat bottom chord Iye bad rwnconcurrent with any other live bads. 5)' This truss has been designed to a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2�O wide will ift between the bottom chord and any other members. 6) Provide mechanical connedon (by others) of truss to bearing plate capable of withstanding 1001b uplift at jdm(s) F, 8, H. 7) This truss Is designed In accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVrPI 1. 8) °Semi-dgYd pltchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. 9) See Standard Indus" Piggyback Truss Connection Detall for Connection to base truss as applicable, or consult qualified building designer. LOAD CASEIS) Standard 117-0920127 mss iruse ype Piggyback 51 LOADING 11 SPACING- 2h0 CSI. DEFL. In (roof Idefl Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.13 Ved(LL) 0.01 E Nr 120 MT20 220/195 TOOL 7.0 Lumber DOL 1.15 BC 0.05 Vert , 0.01 E Nr 120 BCLL 0.0 ' Rep Stem Incr VES WE 0.04 HorSL 0.00 D Na Na BCDL 7.0 Code IRC20/2/TPl207 (Matrix) Weight: 22 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180DF 1.6E or 2x4 DF No.1&Bb w 2x4 DF -N 1BOOF 1.6E TOP CHORD Sheathed or 6-M oc purlins. BOTCHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Bir or 2x4 DF -N 180OF 1.6E BOTCHORD Rigid ceiling directly spirited or 10.0-0oc bracing. OTHERS 20 OF Stud/Std MTek recommends that SYabilham and required cross bracing be installs dudrg truss erection In acmrdancewilh Stabilizer Installationuilds. REACTION& (ib/size) 8207/5-10-11 (min.O1-8), D207/5-10-11 (min. O1.8), F=25M5-10-11 (min.0.1-8) Max Him 8=-53(LC 6) Max UplitlB— 59(LC 8), D- 65(LC 9), F-19(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live hods have been considered for this design. 2) Wind: ASCE 7-10; Vu8=f15mph (3 -second gust) V(IRC2012)=9tmph; TCDL-4.2psf; BCDL-4.2psf; hr -25f ; Cat. II; Exp C; enclosed; MWFRS (emelope) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 lost bottom chord live bad ronconcurrent with any other live bads. 5)' This truss has been designed for a live load of 20.00 on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) B, D, F. 7) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSV/ PI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this muss. 9) Sao Standard Industry Piggyback Truss Connection Detall for Connection to base muss as applicable, or consult qualllled building designer. I LOAD CASE(S) Standard M I LOADING (psD SPACING- 200 CSI. DEFL. In (loo) Well Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TOO.W Ver1(LL) 0.00 F r1r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0,03 Vert 0.00 F rdr 120 BCLL 0.0 ' Rep Stress Incr VES WE 0.05 Hom(TL) 0.00 E rda We BCDL 7.0 Code IRC2012ITP12007 (Matrix) Weight; 181b FT=20% LUMBER- BRACING• TOP CHORD 2x4 DF 1BOOF 1.6E m 2x4 DF No.1&Btr or 2x4 DF -N iB00F 1.6E TOP CHORD Sheathed or 60-0 co purlins. BOT CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.l&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid telling direly applied or 60-0 co bracing. OTHERS 2x4 OF StudSidMiTek recommends that Stabilizers and required cross bracing be Installetl during Uussarectbn In aaerdane wlih Stabilizer Installation guide. REACTIONS. (lb/size) B=138/4-100 (min. 0.1.8), E=139/410.0 (min. 0.1-8), C,2844-10-0 (min. 0.1d) Max HorzB-47(LC 6) Max UpIDO=-36(LC 8), E-23(LC 9), G— 73(LC 9) Max GraVB=17I LC 19), E=139(LC 1), G=284(LC 1) I FORCES. (lb) - Max. CompJMax. Ten. • All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=g1 mph; TCDL-4.2psf; BODL=4.2psl; h45a; Cat. II; E>t C; snowed; MWFRS (envelope) gable end zone; cantilever left and right exposad ; Lumber DOL -1.33 plate grip DOIs1.33 3) Gable requires continuous bottom chord Baring. 4) This truss has been designed for a 10.0 psi bottom chord live bad nonconcurrem with any other We bads. 5)' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-60 tall by 2-0-0 wide will f8 between the bottom chord and any other members. 6) Provide machankal connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) B, E, G. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. e) "Semi-dgld pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of fins truss. 9) Sea Standard Industry Piggyback Trues Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Job Tru9,a Truss Type Ob Ply 17.0920127 P817 Piggyback 1 1 Job Feb.. o lona) B WEST (IDAHOFALLS), IDAHO FALLS, D83402 un: BA(ps JUN52018 PrinC B4OOOSJu 152016 MTek lnduatrlea,lx. ed Sep 2708:57222017 Pege1 ID:EEm1816IkZgbOreBPAEX2aya7rl-vSZUZIxTCPTmVk6Zdx91oNx1 W MF7ZzuhzrO4hEyZU 2-8-11 15-0-6 2-12-5-11 2-6-11 9-11-0 611 e m Ll aa. e,s.n a,s 15-0-6 15.0-8 Plata OBsels -- 8:0.2-00-1-8 C:0 -2-B O-2.8 :0.2-60-2-8 F:0-2-00-1.8 LOADING (1360 SPACING- 240 CSI. DEFL. in (lac) Vdeh t/d PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.32 Vert(LL) 0.00 G nfr 120 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.20 Vert(TL) 0.01 G nfr 120 BOLL 0.0' Rep Show 1. YES WS 0.10 Horz(TL) 0.01 F nVa rVa BCDL 7.0 Cade lRK32012/1PI2007 (Mainz) Weight: 41b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 20 OF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed a 640 oc purms. BOTCHORD 2x4 DF 1800F 1.6E or 2x4 OF No. 1&Btra 2x4 DF -N 1800F 1.6E SOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. OTHERS 2x4 OF StLKMd MRek recommends that Stablllzers and requiretl cross bracing be maaalled during imsserectlon In accordance with Stabilizer Installation gulde. REACTIONS. (lb/size) B--404113-6.8 (min. &1-8), F=404/13-0-8 (min. &1-8), (min. 0.1-8) Max HmB-41(LC6) Max Uplitt8-71(LC 8), F-71(LC 9), H-130(LC 6) FORCES. (lb) - Max Comp/Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=504/117, C -D-400/96, DE--4WR6, E-F-SO4/116 BOTCHORD 9-1-1-961400,F-1-1-96/400 WEBS D -H=4921191 NOTES - 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (S -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; SCDL--1.2ps1; h=25f1; Cat. ll; Exp C; enclosed; MWF FIS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL -1.33 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord IW bad nonconcurrem with any other live bads. 6)' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-8-0 tall by 240 wide will R between the bottom chord and any other members. 7) Provide mechanical conrse0on (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Imnt(s) B, F except Qt -lb) H=130. 8) This trues is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and refererwed standard ANSVTPI 1. 9) "Semi-rigid pitchbreaks with tined heels" Member end fixity model was used In the analysis and design of this truss. 1D) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualAied building designer. LOAD CASE(S) Standard I LOADING (PsQ SPACING- 2-00 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.04 Vert(LL) 000 E rvr 120 MT20 220/195 TOOL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 E rVr 120 BCLL 0.0 Rep Stress lncr VES WB 0.03 Haz(TL) 0.00 E We nra SCDL 7.0 Code IRC201grFP12007 (Matrix) Weight: 15 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.8E or 2x4 OF W.1&Btr or 20 DF -N 1800F 1.6E TOP CHORD Sheathed or 53.1 co purlins. BOTCHORD 2x4 OF 1800F 1.6E or 20 OF No. 1&1 or 2x4 DF -N IS00F 1.6E BOT CHORD Rigid calling diracily applied or 680 oc bracing. OTHERS 2x4 OF StuNstd MRek m recomends that Stabilizers and required vols bracing be Installed tluring iru ereckion in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=127/3.8-2 (min. 0.14), E=12&9.5-2 (min. 0-1-8), G=191!3 -e-2 (min. 0-1 A) Max Hoz B=-3B(LC 6) Max UpliftB=-34(LC 8), E-30(LC 9), G- 38(LC 9) Max GravB=141(LC 19), E=129(LC 1), 0=191 (LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-4.2psf; BCDL:4.2psQ h=25R; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever kit and right exposed ; Lumber DOL=1.33 plate grip DOL -1.33 a 7) This truss Is designed In accordance with the 201 S) °Sart-dgkf pitchbreaks with fixed heels" Member 9) See Standard Industry Piggyback Truss Connect LOAD CASE(S) Standard Iye load nawoncurrent with any other live loads. i the bottom chord In all areas where a rectangle ring plate capable of withstanding 103 lb uplift at for Connection to 280 wide will Lt between the bottom chord and any other members. G. xl referenced standard ANSV(PI 1. d building designer. Job r russ t ruas i ypeY Ny 17-0920127 p615 Piggyback 1 1 Job Reference o lona BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Run: 9;6p4 s Jul 152418 Print. 8.000 s Jul 15 2016 MTek Industries, Inc. Wed Sep 27 08:57 ID:EEmt8lblkZgbOreSpAEX2aya7rl-017sB5y5zibd7u1 IAeg_LbU6vmeu IQeq 1-1614 4-1-4 1-1614 2-2-6 C Hmf, 69 x � a e N i 41-4 4-1-4 m Plate Offsets X Y -- [C:0-2-1410-1-81 LOADING (psf) SPACING- 2-1.0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TO 0.02 VerI(LL) 0.00 D rVr 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 D Nr 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 D n/a nra BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 10 ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.i&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 41.4 oc purlins. BOT CHORD 2x4 DF 1800F 1.8E or 2x4 DF No.1 &B1r or 2x4 DF -N 1800F 1.6E SOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stablltzer Installation guide. REACTIONS. (Iblslze) 6=16312.6.4 (min. 0-1.8), D=17012.6.4 (min. 0-1.8) Max Horz B-29(LC 6) Max UpliftB--35(LC 8), D -39(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-4.2psf; BCDL=4.2psf; h=25ft; CaL It; Fxp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL --1.33 3) Gable requires continuous bottom chord hearing. 4) This truss has been designed for a 10.0 psf bottom chord We bad nonconcurrent with any other live bads. 5) ' This truss has been designed for a five load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Ont(s) B, D. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to Mase truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard F7-0920I2T ii uss 1ypu P820 Piggyback C WEST (IDAHO FALLS), IDAHO FALLS, ID 93402 7.1-6 Fly am - LOADING (psf) SPACING- 2.0.0 GSI. DEFL. In (lac) I/doil Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 E rvr 120 MT20 220!195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0,00 E rVr 120 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 E rVa n/a BCDL 7.0 CafeIRC2012rP12007 (Matrix) Weight: 38 lb FT -20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N I 800 1.6E TOP CHORD Sheathed or 6-&0 oc purlins. BOT CHORD 2x4 DF 1804F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 6-0.0 0o bracing. WEBS 2x4 DF Stud/Std REACTIONS. All bearings 5.7.8. (Ib) - Max Harz 8=-23(LC 6) Max Uplift All uplift t001b or less at joint(s) B, F, H, G Max Grav All reactions 250 Ib or less at joint(s) B, E. H, G FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) 2 -ply truss to W connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 20 - 1 row at 0-9.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only toads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been Considered for this design. 4) Wind: ASCE 7-10; Vult=115mph 13 -second gust) V(IRC2012)--91 mph; TCDL=4.2psf; BCDL=4.2psi; h=251t; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumbei DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) Gallo requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6{1 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) B, E. H, G. 10) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R602.10.2 and referenced standard ANSIIfP1 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified bullding designer. LOADCASE(S) Standard Job Truss T Qty 7 177-092012T PB21 I Pigsgybacckk I1 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Run: 6.000 s Jul 15201.6 Prir ID:EEmtB;blkZgbere 1-6-0 ,-- 1-6-0 C 0 s 1 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GAAP TCLL 35.0 Plate Grip DOL 1.15 TC 0.04 Verl(LL) 0.00 A rVr 120 MT20 2201155 TCDL TO Lumber DOL 1.15 BC O.Oa Vert(TL) -0.00 A rVr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 nla Na BCDL 7.0 Code I RC201 PJTP12007 (Matrix) Weight: 4to H7=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800E 1.6E or 2x4 DF No. 1&Btr or 2x4 DF -N 1BOOF 1.6E TOP CHORD Sheathed or 1-5. oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 20 DF -N 1BOOF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 DF Stud/Std MTek recommends that Stabilizers and required cross tracing be installed during truss erection in accordance wfth Siabrilizer Installat on guide. REACTIONS, (lb/size) D=-9810-9.1 (min. 0-1-8), 8-17410-5-1 (min.G-1-8) Max Harz 8=25(LC 12) Max UpliftD-98(LC 1), 13=48(LC 8) Max GravD=21(18), 8=174(LC 1) FORCES. (lb) - Max. CompAvlax. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuft=i 15mph (3 -second gust) V(IRC2012)=91 mph; TCDL-4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end lane; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 3) - This truss has been designed for a live load of 20.Opst on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-O wide will til between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, B. 5) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOADCASE(S) Standard I)CIuaa iUbb Iyr/tl T 092012T PP01 Monophch Girder 8.000S SB= LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Ildeil Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0121 Vart(LL) -0.10 C -D }560 360 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0,81 Vert(TL) -0.16 C -D >346 240 BCLL 0.0 Rep Stress Incr NO NIB 0.00 Horz(TL) 0.00 C rJa rVa BCDL 7.0 Code IRC20121TP12007 (Matrix) Wind(LL) 0.05 C -D >999 240 Weight: 52 lb FT=20 LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.181Bir or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 54)-0 oc purlins, except end verticals. BOT CHORD 2x6 OF 1800F 1.6E or 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF StudlStd REACTIONS. (lb/size) D --2416M-3.8 (min. 0.1-8), C=15401Mechanical Max UpErhD=-390(LC 4), C= 264(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (db) or less except when shown. NOTES - 1) 2-piy truss to be connected together with 1 od (0.131 ")a') nails as follows: Top chards connected as follows 2x4 - 1 row at 0-W oc, Bottom chords connected as follows: 2x6.2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9.0 oc. 2) All bads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7.10; VuIt=115mph (3 -Second gust) V(IRC2012)-91 mph; TCDL-42psf; BCDL=4.2psi; h=25fi; Cat. {I; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 4) Provide adequate drainage to prevent water ponding. 5) TKs truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss conneclions. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) D=390, C=264. 9) This truss Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and 8802.1 0.2 and referenced standard ANSUTPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided suHident to support concentrated load(s) 2014 Ib down and 3051b up at 1.0.12, and 1481 lb down and 246 lb up at 3-0-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE($) Standard 1) Dead + Roof Live (balanced): Lumber Increase=i.15, Plate Increase=1.15 Uniform Loads (plf) Verf: A -B=-84, C -D-14 Concentrated Loads (14) Vert: E= -2014(B) F= 1481{B) Job Truss Truss Type C]ty ply 17-092012T 001 Root Special 1 1 Jab Rate.. Lvi,.d BMC W ES (IDAHO FALLS), IDAHO FALLS, ID 83402 Run: B.000 a Jul 15 2016 Print: 8.000 s Jul 15 2916 Wok Industries, Inc. Wed Sep 27 06:5724 oPaID:EEmt8lblkZgbQreSpAEX2aya7rl-srhEORzjkOjUl2bxkMBDta1AG9uQik1 Q9 �1-(? Q 5 612 _ i f-1-19 16115 20 9-9 27-2-10 33-7-12 40-0-14 0 5 G12 5-6 2 5 6 12 SB- E 4 1 4 6B� F 6-5-2 8 5 2 6-5-2 Lp b LL G ` WS C I 8 4 3 16-8-5 20-9 9 27 3 12 33.7-12 40-0-10 40-9-14 8-4-3 B-4-3 4 1-4 6-6-3 6.4.0 6-4-14 0-0-3 Plate Offsets :0.33-90-1-8 CA.+0.0-3-0 E:0. 40.2.4 F:0-4-00-1.12 [1.10.2.11E K:0.2-120--0 LD,3.00-3-0 N040,0.34 LOADING (ps!) SPACING- 211-0 CSI. DEFL. In (loc) L'detl Ud PLATES GRIP TCLL 35-0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.17 M -N >999 360 MT20 220H 95 TCDL 7.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.29 M -N X999 240 BOLL 0.0 ' Rep Stress Ina YES WB 0.63 Horz(TL) 0.04 1 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.05 B -N >999 240 Weight: 23G lb FT x.20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1 BOOF 1.6E TOP CHORD Sheathed or 4-7-7 oc purlins. BOT CHORD 2x4 OF 1800E 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1 BOOF 1.6E BOT CHORD Rigid ceiling directly applied or 6.0{0 oc bracing. WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E 'Except* WEBS 1 Raw at midpt D -M, FA, G -K WB,W709: 2x4 DF Stud/Std MITek recommends that Stabilizers and required cross bracing be installed during truss erection In accordance with Stabilizer Instaliatlon guide. REACTIONS. (Ib/size) B=t349105-8 (min. 0-1-8), K=2225/0-3.8 (min.0-2-6), 1=4105-15 (min. 0-1-8) Max Horz B=3G4(LC 7) Max Upl48-268(11-C 8), K-366(LC 9), 1-1 02(LC 9) MaxGravf3=1349(LC 1), K=2225(LC 1), 1=483(LC 20) FORCES. (lb) -Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1848/338, C -D -1574P352, D -E=908/264, E -F=-635127&, F-G=-fi621219, G -H-211463, H-1-581/107 BOT CHORD B -N-39111528, N-0— 22511138, O -P-225/1138, M -P-225/1138, M-0-100!519, L-0-1 0 015 1 9, L -R-2861211, K -R-2861211, J -K-371389, I -,J-351391 WEBS C-N=353r224, D -N-115/519, D -M= 723/325, F -M= 1841674, F -L= 7341137, G -L= 13511065, G -K--17921311, H -K— 659P260 NOTES_ 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vu1=115mph (3 -second gust) V(I1`102012)�91 mph; TCDL-4.2psf; BCDL-4.2ps1; h=2511t; Cal, 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 211-0 wide will tit between the bottom chord and any other members, with BCDL = 7.0pst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joinf(s) except (#=1b) B=268, K=366, 1=102, 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and RW2.10.2 and referenced standard ANSIIrPI 1. 8) "Semi-rigid pltchbreaks with (iced heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Jw uta III type Uy pry 1 TOMI2T 501 Common 1 1 Job Reference o ional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Run: 8.000 a Jul 15 2016 Print: 8.000 s Jul 15 2016 MTek Industries, Inc. Wed Sep 27 05:5735 2017 Page 1 ID:EEml8lblkZgbOre$pAEX2aya7rl-Ki LVKrLMBA7l3iSQOZG?ZD7mC57fpcllYVZUVE 5 5-12 1011-9 16-5 5 23-&11 29-0-7 34-6-4 40 0 0 1-0- 5 &5_125.5 12 5-5-12 7-1-6 5-5-12 5-5-12 55-12 -0 sa. O �Izr�ran"s. E amr C 3rA i Wi F B A lq � G6 N 9n, Ljj gl r b k 0 P 6 K R 6 J 3A= SAa 1 7 8 90-7 1&5.5 23-6.11 31-9-5 40.0.0 7-415 7-415 7-1.6 7 --_ 8-2-11 8-2-11 Plate Offsets — .0008E a 8:0400~30 038028 E�8801-12 G()-4-00{7 H:0800-01A J�3-003d :D 4003-0 M:03-043-0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (foc) Vdefl Lid PLATES GRIP TCLL 35.6 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.23 J-K 5999 360 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.38 J-K 5999 240 MT20HS 1651146 BCLL 0.6 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.12 H Na Na BCDL 7.0 Code IRC2012ITP12007 (Matrix) Wind(LL) 0.06 L-M 5999 240 Weight: 230 to FT=201 LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr or 20 DF-N 1800F 1.6E TOP CHORD Sheathed or 2-0-4 oc purlins. BOT CHORD 20 DF 180GF 1.6E or 2x4 OF No.t &Btr or 2x4 DF-N 1800F 1.6E BOT CHORD Rigid cellM9 directly applied or 10-0-0 oc bracing. WEBS 20 DF 160OF 1.6E or 2x4 OF No,t&Btr or 20 DF-N 1800F 1.6E *Except* WEBS 1 Row at midpt 8-N, C-L, E-L, F-K WB,W6,W7: 2x4 DF Stud/Sid MiTek recommends that Stabilizers and required cross bracing be installed during truss erecllon In accordance with Stabilizer Installation gulde. REACTIONS. (lb/size) A=1620" (min. 0.1.8), N=183110.11-0 (min. 0-1-15), H=1992/0-5-8 (min. 0-2-2) Max Horz A—SWLC 4) Max UpliftA-65(LC 9), N-318(LC 8), H-357(LC 9) Max GravA=181(LC 19), N�lB31(LG 1), H=1992(LG 1) FORCES. (ib) -Max. Comp./Max. Ten. - Al! forces 250 (9b) or less except when shown. TDP CHORD A-13469/105, B-C= 23921437, C-D=-2026/409, D-E--f 582398, E-F=-20661423, F-G= 2696!508, G-H--29641494 BOT CHORD A-N=-205!407, M-N= 42911917, M-0-30111 B59, O-P---3O1/1859, L-P=-001/1859, L-O---8211616, K-Q= 8211616, K-R=-159/1994, R-S—J 591994, J.S-159/1994, H-1-298I2330 WEBS B-N-2206/411, C-L —532/283, D-L-123(623, E-L-320/225, E-K= 1861792, F-K=-684/316, F-J-111/478, G-J--3291216 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-seoond gust) V(IRC2012)=91 mph; TCDL-4.2psf; BCDL�4.2psf; h-25ft; Cat. II; Fxp C; enclosed; MWFRS (envelope) gable end zone; canlilever left and right exposed ; Lumber DOL-1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding, 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chard We load nonoonourrent with any other live loads. 6) 'This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at ]olnt(s) A except flWb) N=318, H_-357. 8) This truss is designed in accordance with the 2012 International Residential Code sections 8502.11.1 and R802.1 G.2 and referenced standard ANS1/TPI 1. 9) "Semi-rigid pitchbreaks with ffxed heels" Member and fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Tnus Truss Type City PIy 17.092012T S02 Common 2 125 5 12 10.11-9 , 1fi 5 5 , 213-611 5 5-12 5-5-12 5 5.12 7-1-6 sem 34-6-4 xw 1B-5-5 LOADING (psf) SPACING- 2-0.0 CSI, TCLL 35.0 Plate Grip DOL 1.15 TC 0.84 TCDL 7.0 Lumber DCL 1.15 BC 0.51 BCLL 0.0 ` Rep Stresslncr YES WB 0.32 BCDL 7.0 Code IRC20127PPI2007 (Matrix) 23-6-11 DEFL, in (lac) Vdefl Ud PLATES GRIP Vert(LL) -0.25 J -K >999 360 MT20 2201195 Verl(TL) -0.41 J -K >999 240 MT2OHS 1WI46 Horz(TL) 0,14 H n/a Va. Wind(LL) 0,08 A -M >,%9 240 Weight: 2221b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 18WF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1 ROOF 1.6E TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD 2x4 DF 18WF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1 ROOF 1.6E BOT CHORD Ri ld ceiling directly applied or 9.2-9 cc bracing. WEBS 2x4 DF 18WF 1.6E or 2x4 OF No.1&Btr or 2x4 DF•N 1 ROOF 1.6E 'Except' WEBS 1 Row at midpt GL, E -L, F -K W5: 2x4 DF StudlSld MiTek recommends that Stabilizers and required cross bracing be Installed durEng truss erection In accordance with Stabilizer Installation uide_. REACTIONS. (lb/size) A=193610-5-8 (min. 0.2-1), H=2049111-5-8 (min. 0.2-3) Max Horz A--300(LC 4) Max UpliftA=-326(LC 8), H-362(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or fess except when shown. TOP CHORD A -B---076/508, B -C-28071522, C -D= 2168!433, D -E=17011418, E -F— 2167!432, F -G- 77941516, G -H 31502 BOT CHORD A -M=-51812429, M -N=-34312081, N-0}343+2081, L -0-343/20R1, L -P=-9511700, K -P-9511700, K -Q=-173/2077, 0-R= 17at2077, J -R-17312077, H -J— 305/2411 WEBS B -M= 3371220, C -M— 1161492, C -L— 690/319, D -L= 1291693, E -L. 280/283, E -K-188!787, F -K=-6831316, F -J-11 DI477, G-1=-327[216 NOTES - 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFHS (envelope) gable and zone; cantilever left and right exposed ; Lumber DOL=1:33 plate grip DOL -1.33 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has leen designed for a 10.0 psf bottom chord live load nonconcurfent with any other live loads, 6) ` This truss has been designed for a live load of 20,Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at ]olnt(s) except (P=1b) A=326, H=362. 8) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIffPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE($) Standard ,iuu Musa eyFm uy rty 17-092012T 303 Fuss ip Girder 1 Job Reference foli SMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Run: 8.000 s Jul 15 2016 Prim: 8.000 s Jul 15 2016 MTek Industries, Inc. Wed Sep 27 0657.26 2017 Page 1 ID:FEml$lhlkXgbQreSpAEX2aya7rl-oEp7p7_zGdzC_LIKsm[)hyO6aTzdhVIPHuTMlq?VZ v 5-5-12 10 11-9 16 5 5 20 0-0 23 6-11 23 0-7 34-6 4 40-00 1-0 5 5-12 &5.12 5 5-12 sK = o 3 X11 3 6-11 ,son 5-5 12 5 5 1 2 5.5 12 ss" ana� va= p am c K 6B G B A s8 s N O 0 $ N MT L K _ s.sT WN 5-5-12 1011 9 16 5 5 20023 0 .6-11 29 0-7 34 B 4 40-00 5 5-12 5 5•i2 5 5-12 3 6-11 3-6-11 5-5 12 66-12 5 12 5-5 12 Plate Offsets (X_Y)— A:0-2-70-1-3113:03.0,15-3-%[0:0-6-4,0-2-4F:0-6.40-2-4 H:0-3-00.3-0 I:0.2-70.1-3 LO 00.4-8 0-5-00-4.8 Pk-5-00.4-B LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loo) Well Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.08 O >999 360 MT20 2201195 TCOL 7.0 Lumber DOL 1.15 BC 0.22 Vert[TL) -0.13 O-P >999 240 BCLL 0.0 ' Rep Stress Iner NO Wn 0.19 Horz[TL) 0.05 1 rrla nla BCDL 7.0 Code IRC20121TPE2007 (Matrix) Wind(LL) 0.04 O-P >999 240 Weight: 583 lb FT 20% — — LUMBER- BRACiNG- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF N0.l&Btr or 2x4 DF-N 160OF 1.6E TOP CHORD Sheathed or 6-0.0 oc purlins,. BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF 1800F 1.6E or 2x4 DF Na.18Btr or 2x4 DF-N 1800F 1.6E 'Except' W6,W5,W4:2c4 DF Studi REACTIONS. (Jb/size) A=2218/0-3.0 (min. 0-1-8), 1=20731r-5-8 (min. 0-1-8) Marr HorzA-299(LC 6) Max UpIRA}396(LC 8), 1=-367(LC 9) FORCES. (lb) - Max. Comp.Mtarr, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B--35071570, 8-R-2788!473, C•R= 2549!495, C-D -2237!448, D-E=-17971404, E-F= 17971404, F-G-22201442, G-H= 2898!474, H-1-3154/507 BOT CHORD A-Q= 56912720, P-0-5691271 B, P-S=-35912203, OtiS=-35912203, N-0--177/1751, M-N-10511734, M-T--17712144, L-T--177044, K-L=-30712492, I-K---40612494 WEBS B-P=-6281254, C-P=-901479, C-0=-7951321, 13-02091709, D-N= 1841408, E-N=300H 30, F-N=-1941457, F-M=-1951656, G-M=-7311304, G-L=-651387, H-L= 4311205 NOTES- 1) 2-ply truss to be connected together with t Od (0.131150) nails as follows: Top chords connected as fellows: 2x4 - 1 row at 09-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9.0 oc. Webs connected as follows: 2x4 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except it noted as from (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuft=1 i5mph (3-second gust) V(tRC2012)=91mph; TC1DL=4.2psf; BCDL=4.2psf; h=2511; Cat. II; Exp C; enclosed; MWFRS (envelope) gabie end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL--1.33 5) Prkwide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live bad nonconcurrem with any other live loads. 7) ' This truss has been designed for a live load of 20.13psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 7,Gpsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except (n=1b) A--396,1--%7. 9) This truss is designed in accordance with the 2012 International Residential Code sections 8502.11.1 and R802.i0.2 and referenced standard ANSVTPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: D-R=-84, D-F= 84, F-J= 84, A-i=-14 Trapezoidal Loads (plf) Vert: A=-164(F=-BO)-to-R=-84 Job I ruse 1 ruse t ype Qty Ply 17-092012T SO4 Monopitch Glyder 1 2 Job Reference o bn BMC W FST (IDAHO FALLS), IDAHO FALLS, ID 83402 Run: 6.000 s Jul 15 2016 Print: 8.000 s Jul 15 2016 MFrok Industries, Inc. Wed Sep 27 06:5727 2017 Pae� 1 ID:EEmt8lblkZgbQreSpAEX2aya7rl-GQNNOT?b1 x53cVKWPUkwVRIIDNzwECfQ775rMRyzu, 11-0- 5-5-12 1Q1 i 9 it3 5 5 240.0 23-6-11 29-0 7 _ r 34-6-4 40-0-0 'f -U� s-5-12 5-5-12 5-5-12 E 3 811 3 fi 11 341i r �_ p 5 5 12 5 5 12 5 5 12 9Dpr� L84 O SB4 Aa;� H A 9 C 49� I J A 49- 0 3C 61 " 8 h1d- O k9= 1M M= XIO= T T,16= K 2411 �•— 5 5 12 1011 9 1fi S5 200 0 23 6-11 29-0-7 34-6-4 A110 5.5-12 5-5-12 45 12 3-6.11 3 6-11 5-5-12 5.5-12 5 5 12 P ie Offsets X -- 8 0 2-7 0 1 ti3 C O 00.3 0 E 6 4 0 2-4 G:Odr4 0 2.4 I O 3 ,(1-1-3[LD-5-0,04-81, 0 5-0,0-4-81, [P -.0-5-0,o-4-81 0 _03-0], [! D-24 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, In (loc) Ndd Lid PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.08 M >999 360 MT20 2201195 TODL 7.0 Lumber DOL 1.15 BC 0.22 Vert( ) -0.13 L -M >999 240 BCLL 0.0 ' Rep Stress lrxx NO WB 0,19 Horz(TL) 0.05 J n/a rda BCDL TO Cade iRC20121TP12007 (Matrix) Wind(LQ 0.04 D >999 240 Weight: 583 Id FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 1300F 1.6E TOP CHORD Sheathed or 8-0-0 oc purlfns. BOT CHORD 2x6 OF 180OF 1.6E or 2x5 DF SS BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 OF 1 WOE 1.6E or 2x4 OF No.1 &Btr or 2x4 DF -N 180OF 1.6E *Except* W6,W5,W4: 2x4 OF Stud/Std REACTIONS. (Ib/size) B=207310-5.8 (min. 0-1-8), J=221816,3-0 (min. 41-B) Max Hort B=M(LC 7) Max UpIIRB=-367(LC 8), J-396(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C— 31541505, C -D=-2698/474, D -E— 2219/442, E -F=-17971404, F -G-17971404, G -H=22371448, H -R=-25491495, l -R=-2788/474, I -.l_ 3507!571 BOT CHORD B-0— 524/2494, P-0-52512492, P -S--35&2144, O -S=+35652144, N.O-181 /1734, M -N-120(1751, M -T-20112263, L -T=-20172203, K -L-39012718, J -K— 390/2726 WEBS C -P— 4311204, D -P= 851387, D-0--731=4, E-0-1955/656, E -N=194/4557, F -N=-601130, G -N-184/408, G-Mk-209IT1o, H -M= 79EW1, H -L-901479, I -L--6281255 NOTES- 1) OTES1) 2 -ply truss to be connected togelher with too (0.131 "x3") nails as follows: Tap chords connected as follows: 2x4.1 row at 0-9.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indlcated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-sec)nd gust) V(IRC2012)�91 mph; TCOL=4.2ps1; BCDL=4.2pst; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 6) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.40 wide will in between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Provide mechanical connection (by others) of Puss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=367, J=396. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and 8602.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixdty model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase --1.15, Plate Increase=1.15 Uniform Loads (pIQ Vert: A -E=-84, E -G=-84, G -R-84, B -J-14 Trapezoidal Loads (plQ Vert; R_—B4-to-J=-164(F-80) 17-092M12T truss iype 6-1 OA c-sca - b(}i� 5-144 r 11•&7 i 16-9.13 i 27-0� 35-32 i OdF11 5112 510-4 7-15 &2.11 ®•2.11 LOADING {pst) SPACING- 2-M CSI. TCLL 35.0 Plate Grip DOL 1.15 TC 0.78 TCDL 7.0 Lumber DOL 1.15 BC 0.47 BOLL 0.0 Rep Stress Incr YES WB 0.53 13CDL 7.0 Code IRC2012rrP12007 (Matra) LUMBER- - - -- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -14 1800F 1.6E BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E *Except' W6,WB,W9:2x4 DF Stud/Std REACTIONS, (Ib/size) 10=1707/0-9-11 (min. 0-1-13),(3--1822/0-5-6 (min. 0-1-15) Marr Harz M-294(LC 9) Max UpliHMt 257(LC 8), G-332(LC 9) DEFL. In (loc) I/detl L/d PLATES GRIP Vert(LL) -0.19 W >999 360 MT20 220/185 Vert(TL) -0.32 W X999 240 MT20HS 165/146 Horz(TL) 0.09 G n/a Na Wind(LL) 0.06 G-1 >999 240 Weight: 217 ib FT-2(W/a BRACING - TOP CHORD Sheathed or 35.2 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. WEBS 1 Row at midpt B -K, C -K, C,1, E -J, B -M MITel recommends that Stabilizers and required cross bracing be installed during truss ereckton in accordance with Stabilizer Installation ulde. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 ((b) or less except when shown. TOP CHORD B -C-1609)326, C -D-1362!372, D -E-1764!379, E -F}2399/464, F -('a= 2668/451 BOT CHORD WN -207/1291, L -N--207/1291, L -O— 207/1291, K-0— 207/1291, K -P— 151/1226, J -P— 151/1226, J-0-111/1745, O -R=-111/1745, I -R-111/1745, G-1-26312089 WEBS B-L=W53, C -K-1021274, C -J-141/438, D-J—B61492, E -J- 687t3i7, E-1-1121485, F-1= 334)217, B -M -1839Y215 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-1.2psf; BCDL=4.2ps1; h --25h; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20,0ps1 on the bottom chord in all areas where a rectangle 36.0 tall by 2.0-0 wide will it between the bottom chord and any other members, with BCDL = 7.Opst. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt_-�Ib) M=257, G -_M2. 8) This truss is designed In accordance with the 2012 International Residential Cade sections R502.11 A and 8802.10.2 and referenced standard ANSLTPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Pty 17-0920127 606 Common 1 5-5-12 10-11-9 16-5-5 E 16-5-5 23-6-11 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.18 K -L 5999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.44 VRrI(TL) -0.30 K•L X999 240 REACTIONS. (lb/size) B=1652!0-5.8 (mdn- 0-1-12), 1=153709-11 (min. 0-1.10) BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Hofz(TL) 0.06 1 rda rda BCDL 7.0 Code IRC2012rrP12007 (Matrix) Wind(LL) 0.06 B -L 5999 240 Weight: 201 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 18WF 1.6E or 2x4 DF NoA&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 4-0x-8 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.l&Btr or 2x4 DF -N 1800F 1.6E BOT MORO Rigid ceiling directly applied or 10.0-0 oc bracing, Except; WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800E 1.6E *Except' 8-10.3 Dc bracing: B -L W8,W7: 2x4 DF Stud/Std WEBS 1 Row at midpt D -K, FJ, G-1 M!Tek recommends that Stabilizers and required cross bracing be InstaTled du ring truss erectlon, in accordance with Stabilizer Installatlon guide. REACTIONS. (lb/size) B=1652!0-5.8 (mdn- 0-1-12), 1=153709-11 (min. 0-1.10) Max Horz Bm348(LC 8) Max Up1iftB—W2(LC 8), 1-21 9LC 8) FOiiCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C-23761398, C -D -2106!412, D -E=-14641327, E-F-111arm, F -G-1131!255 BOT CHORD B -L— 568/1874, L -M--995/1502, M -N=-395/1502, K -N-- 395!1502, K -O-109/861, J-0-109!861, J -P= 981645, P-0}981645, 1-(1-981645 WEBS C -L-3391219, D -L— 1121496, D -K}693/317, E -K-49/330, F -K}177!557, F -J— 359!176, G,1=121/544, G-1-14751'233 NOTES - 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; VuR=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL -1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = TOPsf. 6) Provide mechanical connection 1by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (ft -Ab) B=302, 1=21 9. 7) This truss 1s designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIIiPI 1. 8) "Semi-rigid pitchbreaks with fared heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard ryvu 8.0Ws Jul 152016 Print S.ODOsJul 152016 1-0- 5 5-12 10-11-9 1%5 5 23-6-11 2114 0 0- 5-5-12 5x5-12 5 5.12 7-1-6 4 9 5 LOADING (psq SPACING- 2.0-0 CSI.OEFL, in floc) Well Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1,16 TC 0.72 Vert(LL) -0.16 J -K >999 360 MT20 2201195 TOOL 7.0 Lumber DOL 1.15 BC 0.41 Vert(TL) -0.26 J -K >999 240 MT18H 2201195 BCLL 0.0 ' Hep Stress Incr YES WB 0.60 Horz(TL) 0.04 H rVa Wa BCDL 7.0 Code IRC20121TP12007 (Matrix) Wind(LL) 0.05 B -K >999 240 Weight: 1B2lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1B00F 1.6E or 2x4 DF Nal &Btr or 2x4 DF -N 180OF UE TOP CHORD Sheathed or 4A-5 oc purlins, except end verticals. BOT CHORD 2x4 DF 1 8W 1.6E or 2x4 DF Nall &8tr or 2x4 DF -N 1804F 1-617 BOT CHORD Rigid ceiling directly applied or 10-&0 oc bracing, Except: WEBS 2x4 DF 1800F 1.6E or 2x4 OF Nc.i &Btror 2x4 DF -N 1800E 1.6E `Except' 8-10-5 oc bracing: B -K. W7: 2x4 DF Stud/Std WEBS 1 How at mfdpt DSI, E -J, F -I, G -H MITek recommends that Stabilizers and required cross bracing be installed during truss erection In accordance Mth Stabilizer Installation guide. REACTIONS. (lbrsfze) B=148aO-5-8 (min. (1-1-9), H=13671)-9-11 (min. 0.1.8) Max Horz8=401(LC 8) Max UplfftB-264(LC 8), H-235(LC 8) FORCES. (lb) -Max. Oamp./Max. Ten. - Alk forces 250 (lb) or less except when shown. TOP CHORD B -C— 20621332, C -D— 1812P345, D -E-5165/256, E -F= 86(v271, F -G=-704/154, G -H-1339!250 BOT CHORD B -K-567/1634, K -L— 392/i257, L -M-39211257, J -M-39215257, J -N-831500, 1 -N -83/5W WEBS G-K=34r 220, D -K= 1151498, D -J=-694/319, F-,!-216Ul 1, F-1-753!591, G -I-1631976 NOTES - t) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i 15mph 13 -second gust) V(IRC2012)=g1 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever lett and right exposed ; Lumber DOL=1,33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MF20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other We loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide wail ift between the bottom chord and any other members, with BCDL = 7.0pst. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at )olnt(s) except (#=1b) B=264, H=235. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIITPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Jab Truss Truss Type Oty 17-092012T S06 Cammon I 1 1-0 5-5-12 1011-9 165-5 23-6-11 4-10 -0 5-5.12 5-5-12 5.5.12 7-1-6 3 1 LUMBER - TOP CHORD 2x4 OF 1BooF 1.6E or 2x4 OF No.f BBtr or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 OF 1 60O 1.6E or 2x4 OF No.1&Bir or 2x4 DF -N 1800E 1.6E WEBS 2x4 DF 1 BOOF 1.6E or 2x4 OF NoA&Bir or 2x4 DF -N 180OF 1.6E *Except* W8: 2x4 OF Stud/Std REACTIONS. (lb/size) B=1254/0-5 8 (min. 0 t•8}, 1=1410!0 9-11 (min. 0-1-8), H=-154/0-9-11 (min. 0-1-8) Max Harz B=45.5(LO 8) Max UpliftB-201(LC 8), 1-273(LC8), H— 239(LC 21) Max Gray R=1255(LC 19), 1=1438(LC 2), H--.S(LC 5) FORCES, (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C -1689r223, C -O_-1418/236, D -E— 762/146, E -F— 522/177 BOT CHORD B -K--532/1322, K-Ln364f935, L -M=•3541935, J -M-354/936 WEBS C -K-354!223, D -K-118/508, D-J—M/320, F.1-290/938, F-1-1304!322 BRACING - TOP CHORD Sheathed or 4-10.6 on purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D -J, E -J, F,1, F-1, G-1 recommends that Stabilizers and required cross bracing be installed during H 24-10-7 t1,1 truss erection In accordance with Stabilizer Installation q0de. ,.1 0 6-2-11 r ifr5-5 i 23-6-11 24&18 8-2-11 8-2-11 7-1-8 1-&1 0.040 Plate Offsets (X,Y)-- [J DA-tl G3-0 , K:0-3-0 OS -4 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 35.0 Rate Grip DOL 1.16 TC 0.65 Vert(LL) -0.14 J -K >999 360 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.23 J -K 3999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.56 Horz(TL) 0.03 H nla rda BCDL 7.0 Cade IRC20*71PI2007 (Matrix) Wind(LL) 0.05 B -K 5999 240 Weight: 176 lb FT=2o°/S LUMBER - TOP CHORD 2x4 OF 1BooF 1.6E or 2x4 OF No.f BBtr or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 OF 1 60O 1.6E or 2x4 OF No.1&Bir or 2x4 DF -N 1800E 1.6E WEBS 2x4 DF 1 BOOF 1.6E or 2x4 OF NoA&Bir or 2x4 DF -N 180OF 1.6E *Except* W8: 2x4 OF Stud/Std REACTIONS. (lb/size) B=1254/0-5 8 (min. 0 t•8}, 1=1410!0 9-11 (min. 0-1-8), H=-154/0-9-11 (min. 0-1-8) Max Harz B=45.5(LO 8) Max UpliftB-201(LC 8), 1-273(LC8), H— 239(LC 21) Max Gray R=1255(LC 19), 1=1438(LC 2), H--.S(LC 5) FORCES, (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C -1689r223, C -O_-1418/236, D -E— 762/146, E -F— 522/177 BOT CHORD B -K--532/1322, K-Ln364f935, L -M=•3541935, J -M-354/936 WEBS C -K-354!223, D -K-118/508, D-J—M/320, F.1-290/938, F-1-1304!322 BRACING - TOP CHORD Sheathed or 4-10.6 on purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D -J, E -J, F,1, F-1, G-1 recommends that Stabilizers and required cross bracing be installed during t1,1 truss erection In accordance with Stabilizer Installation q0de. ,.1 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-1.2psf; BCDL-4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding, 4) This truss has been desgned for a 10,0 psf bottom chord live had nonconcurrent with any other live bads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will ih between the bottom chord and any other members, with BCDL = 7.0ps1. 6) Provide mechanlcal connection (by others) of truss to bearing plate capable of withstanding too Ib uplift at joint(s) except (jt=1b) B--201.1--273, H=239. 7) This truss Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVI-PI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ua3 I .Y IW �' rrji 2T S09 Common 1 IDAHO FALLS, ID 83402 Run: 8.000 s 7144 5-512 10-11-9 16-5-5 21414 1-0 5,5-12 5-5-12 5-5-12 4-41-9 21-414 LOADING (A SPACING- 2.0-0 CSI. DEFL. in floc) Mdefl Vd PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.15 H-1 >999 360 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.24 H -I >999 240 BCLL O'0 ' Rep Stress Ina YES WB 0.59 Harz(TL) 0.03 G rVa n/a BCDL 7.0 Code IRC2012/TPi2007 (Matrix) Wind(LL) 0.04 0-1 >999 240 Weight: 137 Ib FT=20% LUMBER - TOP CHORD 2x4 DF 1800F 1.BE or 2x4 DF No.1&Birer 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1 BOOF 1.6E or 2x4 DF No. 1&Btr or 2x4 DF -N 1 BOOF 1.6E WEBS 2x4 DF 180DF 1:6E or 2x4 DF No.1 &Bir or 2x4 DF -N 1800F 1.6E'Except' W5: 2x4 DF Stud/Std REACTIONS. (Iblsize) 13=1027/0-9-11 (mlo. 0.1-8), 6=114470-6$ (min. 0-1.8) Max Herz B=474(LC 8) Max UpliflG= 294(LC 8), 13-161 (LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C= -1496J154, C -D-1226/167, D -E= a65.r16, E -F--3,56111 B, F -G-10021304 BOT CHORD B-149471181, W= -315890,,1-K= 3151790, H -K_ 315/790 WEBS C-1-35.57225, D-1-118/514, D -H-7111322, F -M-3011910 BRACING• TOP CHORD Sheathed or 6.2.3 oc purlins, exoept end verticals. BOT CHORD Rigid telling directly applied or 9-5-12 or bracing. WEBS 1 Row at midpt F -G, D -H, E -H MiTek recommends that Stabilizers and required cross bracing be Installed during M e,=. in accordance With StaWizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=t 15mph (3 -second gust) V(iRC2012)=91 mph; TCDL-4.2psf; SCDL-4.2p1s1; h=25ft; CaL 1I; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --11.33 plate grip DOL=1.33 2) Provkfe adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live bads. 4) ' This truss has been designed for a We load of 20.O4 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) G-294, B=161. 6) This truss Is designed In accordance with the 2012 international Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSI7TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oty 17-092D12T Tot I M.opltGh 1 1 10-1 as- sm= E F 17-11-5 i 8-2-11 1 im-6 17-10.14 82.11 &2-11 1 1-5-5 LOADING (pst) SPACING- 2.0.0 CSI. DEFL, in (ioc) VdeFl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.14 H-1 X999 360 MT20 2201195 TCOL 7.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.23 H-1 >909 240 BCLL 0.0 ' Rep Stress Incr YES WB 6.51 Horz(TL) 0.02 G n/a nla BCDL 7.0 Cade IRC2012lrP12007 (Matrix) Wind(LL) 0.04 B-1 X999 240 Weight: 127lb FT � 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 20 DF No.1 &Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E m 2x4 DF No.1 &Btr or 2x4 DF -N 1800F 1.6E WEBS 20 DF 1800F 1.6E or 20 DF No.1&Btr or 2x4 DF -N 1800F 1.6E `Except' W5: 2x4 DF StudlStd REACTIONS. (Ib/size) G=857h7-9.11 (min. 0-1-8), 13=97&U-5-8 (min.0-1-8) Max Harz B-474(LC 8) Max Up1ifiG=328(LC 8), B-105(LC 8) Max GravG=869(LC 15), B=975(LC 1) FORCES. (#b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1205/58, C -D= 934f71, QE- 264/0, F -G= 951/278 BOT CHORD B-1=4161946, I,J--M 48, J -K -23&W, H -K=-233/548 WEBS C-1-3611228, D-1-124/525, D-14-7191325, F -H-3041975 BRACING - TOP CHORD Sheathed or 6-9-6 or purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1 D-0-0 cc bracing. WEBS 1 How at midpi F -G, D -H, E -H MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt-115mph (3 -second gust) V(IRC2012)=g1 mph; TCDL-4.2psf; BCDL=4.2psf; h=25tt; CaL 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL -1.33 plate grip DOL=1.33 2) Provkfe adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent wnh any other live Toads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord M all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 7.Ops1. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (A=lb) G=328, 8=105. 6) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard goor�uaa ,�uoa �Y,- �my 17-092012T T02 Monopkch 1 or.r wccr nnAWn F61 I M Inhwr) F611 C in Fain -ra„n a rvn 1-f) (1 7-2-14 t4-5-11 '1-0-0 7-2-14 7-2-14 s Jul 15 2016 MTek Industries, Inc. Wed Sep 27 06:5729 2017 7-2-14 14.5.1 14-5-11 7-2-14 7-2-3 0-011) Plate Offsets fx Y1- [13:O_&9.0_1 -81 LOADING (psi) SPACING- 2 -Oil GSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.62 Vert(LL) -0.07 B -F >999 360 MT20 220!195 TOOL 7.0 Lumber DOL 1.15 BG 0.29 Vert(TL) -0.13 B -F >999 240 BOLL 0.0 ` Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 E n/8 Na BCDL 7.0 Code IRC2012aP120D7 (Matrix) Wlnd(LL) 0.06 B -F >999 240 Weight: 75 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 18MF 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 18WF 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. DOT CHORD 2x4 DF 184DF 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 18WF 1.6E BOT CHORD Rigid ceiling directly applied or 10-1-0 oc bracing. WEBS 2x4 DF 180OF 1.6E or 2x4 DF Ne.1&Btr or 2x4 DF -N 1 BOOF 1.6E *Except' WEBS 1 Row at mldpt D -E, C -E W3: 2x4 DF Stud/Std Mrrek recommends that Stablllzers and required cross bracing be Installed during L erection In accordance with Stabllizer Installation gulde. REACTIONS. (lb/sfze) E=6B&O-9-11 (min. 0.1.6), B=80605-13 (min. 0.1-0) Max Harz B=415(LC 8) Max UpliftE= 301(LC 8), 8-73(LC 8) FORCES, (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-88011 BOT CHORD B -F= -2671601,E -F-2681599 WEBS C -F --WBS, C -E=-7181321 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=g1 mph; TODL=4.2psf; BCDL=4.2pst; h=25ft; Cat. II; Exp C; enclosed; MWFRS {envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL --1.33 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrem with any other live bads. 3) ` this truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except 0=1b) E=301. 5) This truss is designed In accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSIIrPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysts and design of this truss. LOADCASE(S) Standard Job Iruss truss type Qry Ply 17-0920127 U01 W f 1 Job S fererwe o Tonal BMC WEST (IDAHO FALLS),U 00 FALLS, S, ID 83,02 Run: 8.000 s Jul 15 2016 Print: 8.000 s Jul 15 2016 MiTek Industries, Inc. Wed Sep 27 06:57W 2017 Page 1 ID:EFml81blkZgb4reSpAEX2aya7rl-g?2WtU 1 UKsTeTz355cid73H5hat6RX85p5KVzmyZU 8-00 16-0-020-0 0 2 -0-0 32-0-0 40-00 1 0 8-00 B-0-0 4-0 0 4-0-0 8-00 8-" 40 s,= o w d � 900 12 a2✓ 912. 9 r NS � c N L N " o P J 9 P 8-0-0 16-0-0 24-00 32-00 40-13-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 Plate Offsets (X,Y)-- A:0-0.13 Ed[6:0-6-0,G-341, 03.00-2-3 ED -3-00-2-3 F:0-6-00.3-4 GO -0-13 E I 0 3-00 3 4 J*4M e , L:0-3-00-9-4 LOADING (ps4 SPACING- 2-0-0 CSI. DEFL, In (toe) Vdd Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.94 Ved(li -0.31 J -K >999 360 MT20 2207195 TCDL 7.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.48 J•K 5989 240 BCLL 0.0 ' Rep Stress Incr YES WB 027 H)rz(TL) 0.14 G n/a n/a BCDL 7.0 Cade IRC20121TP12007 (Matrix) Wind(LL) 0.13 A -L >999 240 Weight: 216 Ib FT=201 LUMSEW BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 Dli 180OF 1.6E TOP CHORD Sheathed. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing. WEBS 2x4 DF 113001'1.6E or 2x4 DF No.1&Btr or 2x4 Ii 1800E 1.6E'Excrpt' WEBS 1 Row at midpt B -K, D -K, D�1, F -J W4: 2x4 DF Stud'StdMITak recommends that Stabilizers and required cross bracing be Installed during Eruss erection In accordance with Stabilizer Installation guide. REACTIONS. (Iblsize) A=193610-5.8 (min. 02-1), G=2049/0-5-8 (min, 0.2.3) Max Harz A= 290(LC 6) Max UpfiRA-323(LC 8), G-359(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TDP CHORD A -B --,'<W478, B -C= 23051412, C•D-i7431420, D -E-1742!419, E -F= 23031410, F -G-30251473 BOT CHORD A -M=-0.54!2384, L -M --^,5"-,123B4, L -N-454!2381, K -N-45412381, K -O-168/1605, O -P=-168/1605, J -P— 16811605, J-0=24912350, 1-Q-24912350, I -R-24912352, G -R-249/2352 WEBS B-L=W86, B -K-842/355, C -K-109/734, D -K -44W16, DJ -44a1216, ECJ -109/733, F}1-831/350, li NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -Second gust) V(IRC2012)=91 mph; TCDL l.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL -11 .33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will it between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (try others) of truss to bearing plate capable of withstanding 100Ib uplift at joints) except (A=lb) A--323, G—_359. 7) This truss is designed in acoordance with the 2012 International Residential Code sections R502.1 1.1 and 8802.102 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard uaa i yp- -y ,.N 17-092012T W01 �11 Hip 1 1 Jab Reference o lona! BMC WEST IDAHO FALLS), IDAHO FALLS, ID 83402 ( ) Run: 8.000 s Jul 152016 Print: 8.000 s Jul 15 2016 fhTek Industries, Inc, Wed Sep 27 06:57:30 2017 Page 1 fO:EEmtBlblkZgbOreSpAEX2aya7rt-g?2WfU 1 UKsTeTz355cid73H61aykRSesp5KVzmyZUv3 0 7 t i 11 15 11-5 23 5-8 3011-1i 38-11-5 4611-0 4 -11 0 0 7-11 11 7 11.11 76 3 7-63 7-11-11 7.11-1 i 4 as � •e = ee a o � r ds93Ml'A98� ryb� C G YA N TN u , 4 w= aril! ffi5— 5614 11-0-0 1511-5 2405 235-8 28.2-4 3011-11 38-11-5 4611.0 5 6 14 5.5 2 4 11-5 4-t-0 3 5 3 4 8 12 2-9-7 Z-11-11 7-11-11 Plate Offsets — P.0 -M,0-0-41, 017-4 D:0.4-00-2-61, (I".0 -4_ -OD -Z-61 111:0-0-4 E KO.2-12 0 3 0 [Q.0 -2-8.0-&0j LOADING (psi) SPACING- 2-0-0 CSI, DEFL. In (lac) 1ldeil L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1,15 TC 0.87 Vert(LL) -0.10 H -J >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0,35 Vert(TQ -0.20 Hyl >999 240 MT20HS 1551146 BCLL 0.0 ' Rep Stress Ina YES WB 0.62 Horz(TQ -0.03 H n/a rVa BCDL 7.0 Code IRC2012/TP12W7 (Matra) Wind(LL) 0,09 H -J >999 240 Weight; 300 lb FT -20°,6 LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1,6E or 2x4 DF No, t &Btr or 2x4 DF -N 1800E 1.6E'Except' TOP CHORD Sheathed or 6 -GO oc purlins. T3: 2x6 DF 180OF 1.6E or 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF ND.1&Btr or 2x4 DF -N 18OOF 1.6E 4-10-9 oc bracing:O-P, WEBS 2x4 DF 18WF 1.BE or 2x4 DF No.i&Btr or 2x4 DF -N laooF 1.6E'ExcepY WEBS 1 Row at midpt C -P, D -O, D -N, E -N, E -L, F -L, G -K WI1,W9,W1o: 2x4 DF Stud/Sid MITek recommendsthat Stabilizers and required cross bracing be Installed during truss erection In acmdance with Stabilizer Installatbn guide. REACTIONS. (lb/slze) P=1915/0-3-8 (min. 0-2-3), L=2331/0-3-8 (min. 0-2-0), H--530/0-5-8 (min. 0-1-8) Max Herz P-296(LC 6) Max UpltftP— 406(LC 8), L-301 ILC 9), H-178(LC 9) Max GrauP=2027(LC 19), L--2331(LC 1), H=747(LC 20) FORCES. (lb) - Max. Comp.tMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C-181/863, C -D=-46696, D-E=i1460, E-F=DM71, F -G-29/763, G -H-7461388 BOT CHORD B -Q-54 56, P -Q--6051250, O -P= 1857/412, 0-R-477/359, N -R-477/359, N -S -530x355, M-5 355, M -T= 5301355, L -T= 5301355, K -L-5017305, K -U-2911477, J -U-2911477, J -V-283/479, H -V— 2831479 WEBS C -P= 23131543, C-0-19211746, D-0-90911142, E -L-967/259, F -L-1455!277, F -K-134/560, G -K=-910/354, G -J=0/304 NOTES - 1) Unbalancod roof Ave loads have been considered for ihls design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL-4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever /eft and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live bad nonconcurrent with any other Sive bads. 6) ` This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-617 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at JDIni(s) except (p=ib) P=406, L=301, H=178. 8) This truss is designed In accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss, LOAD CASE(S) Standard Jab Truss Truss Type Qty Py 17-092012T W02 Hip 1 1 Jab Reference (optional) BMC WEEff (IDAHO FALLS), IDAHO FALLS, ID 83402 Run: 8.000 s Jul 15 2016 Pdnt 8.000 s Jul 15 2015 M lek Industries, Inc. Wed Sapp 27 06:57131 2017 Pa 1 ID:EEmtSlblkZgbOreSpAEX2aya7rl-9Bcusg265AbU46eHeKpsfHpHW FOAgBO1133VGyZUV2 1I--U-)} 7-11-11 15 11 5 23-5-8 30 11-11 38-11-a 46.11-f]_ 4T-11rO 1-0 b 7-11-11 7 11-11 7-6-3 7-8-3 7-11-11 7-11-11 -0-0 it E afn� B1i1.R.'PB'r YR hM.� G WI 3 w q5� P' 0 R 9 M L K �_ 1Rt0e 58= bB= 5614 11-pQ 11- -12 15-11-5 23-58 30-11-11 38.11-5 46-11-4 5-6 14 5 5-2 Q- -12 49 9 7-B 3 7-8-3 7.11-11 7-11-11� Plate Offsets - [B:0-M,0-0-4j. :0.3.8 0-2-8 , F:0-5 4,0-211, H:0-0.13 E e , JA-3-O0-3-4 LD1-4-0 0-3-0N:0-4-0 Ed e LOADING (psq SPACING- 2-0-0 CSI. DEFL, In (1oc) Well Ud PLATES GRIP TCLL 35.0 Plate Grfp DOL 1.15 TC 0.88 Vert(LL) -0.16 K-L >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.27 H-J >999 240 MT20HS 1651146 BCLL 0.0 ' Rep Stress I= YES WB 0.93 Horz(TL) 0.07 H n/a rVa BCDL 7.0 Code IRC20121TP12007 {Matrix) WInd(LL) 0.10 H,1 >999 240 Weight: 264 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 1 ROOF 1.6E or 2x4 DF No.1 &Btr or 2x4 DF-N 180OF 1.6E TOP CHORD Sheathed or 1.11-14 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1 &Btr or 2x4 DF-N 1600E 1.6E BOT CHORD Rlgid ceiling directly applied or 4-1-11 oc bracing. WEBS 2x4 DF 1 B00F 1.6E or 2x4 DF No.1 &Str or 2x4 DF-N 180OF 1.6E WEBS 1 Row at micipt C-N, D-M, E-M, GK W7,W5,W6:2x4 DF Stud/SYdM1Tek recommends that Stabilizers and required cross bracing be installed during truss erection In accordance with Stabilizer Installation guide. REACTIONS, (lb/slae) N--31241)-3-B (min. 0.3-5), H=165210-5-8 (min. 0.1-14) Max Horz N=-297(LC 6) Max UpliftN-51 1 (LC 8), H=-322(LC9) Max GravN-3124(LC 1), H=1777(LC 20) FORCES, (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. TOP CHORD B-C=-181/866, C-D--61(/156, D-E}48Wl70, E-F=-13&%62, F-G= 1807/341, G-H= 2549/408 BOT CHORD B-0=-547/255,14-0-&037248, M-N}2504!502, M-P}21711194, L-P-217/1194, L-0= 217!1194, K-Q= 217/1194, K-R-197/1959, J-R=-197/1959, J-S-X196/1.961, H-S=-196t1961 WEBS C-N-35821856, C-M=-31Wl41, D-Mi—MWl50, E-N-1389/295, E-L=OM5, E-K-140/415, F-K,121406, G-K= 8737355, G-J�01296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=115mph (3-second gush) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; CaL 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 prate grip DOL-1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are Mf20 plates unless otherwise indicated. 5) Th1s truss has been designed for a 10.0 psf bottom chord live )cad noncancurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 100 Ib uplift at )oint(s) except (�Wb) N--"11, 11422. 8) This truss is designed in accordance with the 20121nternational Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitahbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 17-09W12T X01 Hip 1 1 Jab Reference o lona BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 33402 Run: 8A00 s Jul 15 2016 Print: 8.000 s Jul 15 2018 Mrrek Industries, Inc. Wed Sep 27 06:5721 2017 Page 1 ID:EEmt8lblkZgbQreSpAEX2ava7rl-9Bcusg265AbU46eHeKpsfHpHX_IFAv701133VCyZUti2 15-6-0 23-5-8 31-5-0 39-2-0 46.11-0 4 -11 7 9-0 7-9 0 7-11-8 7-11-8 7-9-0 7-9-Q -0 a+zlur+n+n a+eur±ain se= mr rno v nia z C o VV va e H ee 4s= os R k 1 L K J 341 O as 5614 11 1560 1$$12 2358 28-2-4 31-50 3$20 4611.0 5 614 5-V 4-6-0 4-2-12 3-8-12 4 8 12 3.2-12 7-9-0 7-9-0 Plate Offsets — 8:0-0 0,0-0-41, P41 8 Our 0 17:0.1.8 0.5-0 0 Q 4 E A 2-12 0 3 0 p p 2.4 0 3 0 LOADING (psf) SPACING. 2-M CSI. DEFL. in (toc) Ildefl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.87 Verl(LL) -0.09 H -J >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.18 HJ >999 240 MT18H 2201195 BCLL 0.0 ' Rep Stress Inca YES WB 0.62 Horz(TL) -0.03 H Na n/a BCDL 7.0 CodeIF1=12/TP12W7 (Matra) Wind(LL) 0.08 HtiJ >999 240 Weight: 284 Ib FT�20°fo LUMBER- BRACING - TOP CHORD 2x4 OF 18WF 1.617 or2x4 DF No.l &Btr or 2x4 DV -N 180OF 1,6E TOP CHORD Sheathed or 6-0.0 oc purlins. BOT CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.1 &Bir or 2x4 DF -N 180OF 1.6E BOT CHORD Rlgld ceiling directly applied or 6-0.0 oc bracing, Except: WEBS 2x4 DF 180OF 1.6E or 2x4 DF No,1 &Bir or 2x4 DF -N 1 BOOF 1.6E `Except' 4.8-11 oc bracing: O -P. W1 i,W9,W10: 2x4 OF Stud/Std WEBS 1 Row at midpt C -P, D-0, D -N, E -N, E -L, F -L, G -K recommends that Stabilizers and required cross bracing be installed during MiTekrection bass e in accordance with Stabilizer Installatfonulde. REAC710N5. pb/size) P=1929K7.3-8 (min. 0-2-3), L=2306!0,9-8 (min. 0.2.7), H=541/0-5-8 (min. 0-1-0) Max Harz P=287(LC 7) Max UpliftP--401(LC 8), L-304(LC 4), H-176(LC 9) Max GravP12033(LC 19), L=_2 306(LC 1), H=749(LC 20) FORCES. (lb) -Max. CompJMax. Ten. -Alt forces 250 (lb) or less except when shown. TOP CHORD B -C-179!850, C -D=59(719, D -E=01469, E -F ---&86B, F -G=-371700, G -H-7581368 BOT CHORD 8-Q-5.'381251, P-0,5921243, O -P-1966/410, O -R=-4821354, N -R— 482!354, N -S—^501/349, M-S--Wl/349, M -T=-5011349, L-T=-5Olf3t9, K -L= 458/295, J -K=-276/490, H -J— 27SM92 WEBS C -P}2383(547, C-0-20611 W, 0, D0= 9711149, E-1~10031269, F -L=-14431270, F -K-134!493, G•K-7821346, G_6ar295 NOTES 1) Unbalanced roof live roads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=115mph (3 -second gust) V(IRC2012)=91 mph: TCDL=4.2psf;13CDL=4.2psf; h=25ft; Cat 11; Exp C; enclosed; MWFR5 (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL --1.33 3) Provide adequate drainage to prevent water ponding, 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.647 tall by 2.0-0 wide will 11 between the bottom chord and any other members, with BCDL = 7.Opst. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withslanding 100 tb uplift at joint(s) except (#=1b) P=401, L=304, H=176. 8) This truss Is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and 8802,10.2 and referenced standard ANSI1rPl 1. 9) 'Berni-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and deslgn of this truss. LOADCASE(S) Standard Job Truss Truss Type Oty Ply 17-092012T Y01 - Roof Special Girder 1 L Jots Reference o Zonal 8 WEST (IDAHO FALLS), IDAHO FALLS, ID 63402 Run: 8.400 s Jul 152016 Print: 8.000 s Jul 15 2016 M1Tek Industries, Inc. Wed Sep 27 05:5752 2017 Page 1 ID:EEmt8lblkZgbOreSpAEX2aya7rl-dOAG3A3ksTjLiGDUCi K5CUMalOc 1 VG19GPpc2eyZUV t 3-2-11 6-5-5 10-6-0 14-5 0 , 18-5-11 23-0 11 27-7-10 30 11 0 132-3-5 3fi-11-0 j— -- 4-0 11 31015 4-A 11 47 0 4.7-0 1.4-5 4.7-1� 32-11 3-2-11 - sa- ].Vd II lE= Ss6= C o e r R 55. 0 A 66� $1= TF16= LA II x , � 2G 11 id= 45= 4E� hM- b6< ]"M� vs. of 1 01Y MI3A� 32 11 6-5-5 10 6-0 14-5 0 18-5 1i 23 0-11 27-7-10 30 11 0 32 3 5 3fi 1f 0 ( 1 32-11 3 2 11 4 D 14 310 15 4 0-11 47-0 47-0 3.3 6 i 4 5 4-7- 11 Plate Offsets (X.Y)-- C:DB-4 0-2.4 F:0-4_10-2-4 P:04-0,&1-81, N:0 -3-B Ede P:G-&0 0-4-8 [R.,0-5-0,0-4-81 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In (loo) I/defl Ltd PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.33 Vert(LL) •0.24 O -P >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.37 O -P >999 240 MT20HS 165/146 BCLL 0.0 ' Rep Stress lncr NO WB 1.00 Horz(TL) 0.08 L rVa n/a BCDL 7.0 Code IRC2012ffP12007 (Matrix) Wind(LL) 0.11 O -P >999 240 Weight: 639 lb FT W1 LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 1804F 1.6E TOP CHORD Sheathed or 4-6-10 0e purlins, except end verticals. BOT CHORD 2x6 DF 180OF 1.6E or 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 DF Stu&Std `Except" WEBS 1 Row at midpt J -L W5,W3,W2,W1,W4: 2x4 DF 1800E 1.6E or 20 DF No.1A13tr or 2x4 DF -N 180OF 1.6E REACTION& (Ib/size) L-_5780/Mochanical, V=249210-5-8 (min. 0-1-8) Max Harz V=-154(LC 30) Max UpliftL=-1049(LC 9), V-939(LC 9) FORCE& (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B— 1234/190, B -C=-18341327, C -D-2144/405, 0-E-2143/405, F -F-30431610, F -G= 3751/675, 0-11-5842/973, H-1— 8922!1495, I -J— 8519!1449, A -V-2455/346 BOT CHORD T -U-2231974, T -W-26811442, S -W=-26811442, 3-X-391!2668, R -X ---391Y[668, R -Y -391P2668, Q -Y-391/2668, P-0— 749/4813, 0-P— 1499/8938, N-0-144918519, M -N-119816669, M -Z= 1 1 9 816 8 89, Z -AA -1198!6889, L -AA -1198/688(J WEBS B•U-1684/263, B -T=-24211198, C -T-996/240, CS -35711846, D -S=3521138, E -S-14321283, E -Q=-260/1036, F -Q>271/1675, G-0=-3066(676, G -P-53113215, H -P-51921944, H -0--92M75, J -M -235/81g, J -Lx- 8 67311 50 3, A -U-26111948, I -N-9681357, I-0--42211242, J -N=-69614519 NOTES- OTES1) 1)2 -ply truss to be connected together with 10d (0.131I"x3") nails as follows: Top chords connected as folows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwise ind4cated. 3) Unbalanced roof live bads have been considered for this design. 4) Wind: ASCE 7-10; Vu111=115mph (3-seeond gust) V(IRC2012)=g1 mph; TCDL-1.2psf; BCDL=4.2ps1; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL --1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 1 O.0 psi bottom chord fare load nonconcurrent with any other live loads. 8) A This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangia 3-6-0 tall by 2-G-0 wide Mil lit between the bottom chord and any other members, with RCDL = 7.04. 9) Refer to girder($) for truss to truss connections. 10) Provide metal plate or equivalent at bearing(s) L to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt --lb) L=1049, V--339. 12) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysls and design of this truss. 14) Hange(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 1526 lb dawn and 278 Ib up at 30.11-0, 2500 Ib down and 385 Ib up at 36-11-0, and 398 Ib down and 80 lb up at 32-11-12, and 258 Ib down and 448 lb up at 34-11-i2 on bottom chord. The designlselection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof We (balanced): Lumber Increase=1.15, Piate increase=1.15 Uniform Loads (pill) Vert: A -C-84, C -F-84, F -H-84, H -K-84, L -V- l4 Concentrated Loads (lb) Vert: N -4026(F-1526, B-2500) Z -398(B) AA -258(8) uaa ,uaa ,yyo F y "Y17 -092012T Z01 Roof Special 1 Lb_ Reference (optionall BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Run: 8.000 s Jul 15 2016 Print: 8.000 s Jul 15 2016 FhTek Industries, Inc. Wed Sep 27 06:5733 ID:EEmtBiblkZgbQre$pAE X2aya7rl-5akeH W4MdnrCKOngmlrK)6vodo'?nerfJVc 12-5-8 18-5-11 21-7-10 , 25-1-10 30-9-8 8-5-5 6-0-3 6-f?3 3-1-15 3.6-6 5-7-14 LOADING (psf) SPACING- 200 CSI. DEFL. In (loo) fldefl Vd PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.07 K -L >999 360 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.13 K -L >999 240 BOLL 0.0 ' Rep Stress Iner YES WB 0.48 Horz(TL) 0.03 H n/a Na BODL 7.0 CodeIRC2012"12007 (Matrix) Wind(LL) 0.03 K >999 240 Weight: 2291b 1717=201. LUMBER- BRACING - TDP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 4-9-6 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.t&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.t&BIr or 2x4 DF -N 180OF 1.6E *Except* WEBS 1 Rax at mldpt B -M, C -L, D -L, E -K, E -I, A -N W7,W9,W8: 2x4 OF Stud/Std 11,Tek recommends that Stabilizers and required cress bracing be Installed during Yruss erection in accordance with Stabilizer Installell2jiggLds. REACTIONS. (Ib/Size) N=1495(0.5.8 (min. 0-1-10), H=149MMechanical Max Horz N-147(LC 4) Max UplitIN-184(LC 8), H-241 (LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B -11D7/166, B -C-11651243, C -D-1 #651243, D -E-14271294, E -F-926/247, F -G-12341219, A -N=1452!205, G -H=-1455/260 BOT CHORD M -O=-1921794, L-0-192!794, L -P=-17111142, K -P-17111142, J -K--160]1252, 1-J= 160/1253 WEBS B -M-5891157, B -L-216/780, GL -5801232, D -K— 1311380, E -K}297/191, E -I=-8101163, F-1=34!293, A -M-15611020, G-11 21/1081 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=116mph (3 -second gust) V(IRC2012)m91mph; TCDL=4.2psf; BCDL-4.2psf; h-2511; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; eanUtever left and right exposed ; Lumber DOL=1.33 plate grip DOL --1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live toad of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall try 2-0.0 wide will fit between the bottom chard and any other members, with BCDL = 7.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by (thers) of truss to bearing prate capable of withstanding 1001b uplift at joint(s) except (jt=ib) N-184, H-241. 8) This truss is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysts and design of thistruss. LOAD CASE(S) Standard M�h1Y1 a I ir. �8 I" y rr,l W 45 1 Zri i j . .,I . i , - ... ��(I � .. '. 7 ; y.. ':.a . :liT "..tr �•� � CIl•i(�Ji'i'J f � .: "•se' .• r , '-. �,..'' �b' .... '.i, ; C-4klYiiaA�,l. _ 1